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HomeMy WebLinkAboutPermit D15-0161 - HOANG RESIDENCE - NEW SINGLE FAMILY RESIDENCEHOANG RESIDENCE 13350 56 AVE S Dl 6=01 61 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 _., Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.Tukwi[aWA.gov COMBOSFR PERMIT Parcel No: 2172000180 Permit Number: D15-0161 Address: 13350 56TH AVE S Issue Date: 5/13/2016 Permit Expires On: 11/9/2016 Project Name: HOANG RESIDENCE Owner: Name: WHITHEAD MARY ELLEN Address: 13335 56TH 5, SEATTLE, WA, 98178 Contact Person: Name: SHELDON SMITH Address: 400172 ST E , TACOMA, WA, 98443 Contractor: Name: HI -LINE HOMES Address: 11306 62ND AVE E , PUYALLUP, WA, 98373 License No: HILINH*983BD Lender: Name: Address: Phone: Phone: (253) 840-1849 Expiration Date: 11/8/2017 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1,675 SQ FT SINGLE FAMILY RESIDENCE, 480 SQ FT GARAGE AND A 68 SQ FT COVERED DECK. Project Valuation: $236,016.44 Fees Collected: $43,279.88 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: Cam(/ Date: 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 and agree to the conditions attached to this permit. Signature: �'r�, z/ Date: ;?,016 Print Name: 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: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: 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) 5: 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) 6: 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) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 9: `BUILDING PERMIT CONDITIONS' 10: 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. 11: 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. 12: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 13: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15; All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: 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. 20: 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. 21: 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. 22: 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). 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 24: 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. 25: 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. 26: `MECHANICAL PERMIT CONDITIONS' 27: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 28: 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. 29: Manufacturers installation instructions shall be available on the job site at the time of inspection. 30: 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. 31: 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. 32: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 33: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 34: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 35: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 36: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 37: 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. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: 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. 44: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 45: 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 46: 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. 47: ***PUBLIC WORKS PERMIT CONDITIONS*** 48: 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. 49: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 50: 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. 51: 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. 52: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 57: 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. 58: 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. 59: 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. 60: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 64: PAVEMENT MITIGATION FEE APPLIES TO THIS PERMIT (IF THE PAVEMENT IS OPEN CUT) BASED ON yy' x yy' = yyy sq. ft. @ $y.yy PER sq. ft. _ $y,yyy = $y,yyy.yy. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS INSPECTOR WILL MEASURE PAVEMENT CUT, FOR FINAL PAVEMENT MITIGATION FEE CALCULATIONS. 65: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 61: 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'. 62: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 63: 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. 66: Owner/Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. 67: Prior the Public Works Final Inspection, Owner/Applicant should record at King County Recorder's Office a Private Driveway Easement and Maintenance Agreement. For the benefit of adjacent property to the Southwest - Tax Lot No. 217200-0175. 68: Work under this permit shall comply with Geotechnical Engineering Report, prepared by Migizi Group, Inc., dated September 14, 2015. 69: 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 Ctiy of Tuwila'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. 70: A total of 4 trees (not 2) are required to replace the 8 inch tree that is being removed from the shoreline jurisdiction. Applicant must plant four trees, a mix of native deciduous and evergreen trees to replace the tree that is being removed. See TMC 18.44.080 B.4. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 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 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.Tukwi]aWA.gov Combination Permit No. �, — Project No.: Date Application Accepted: n/"! Date Application Expires: use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "please print" SITE LOCATION King Co Assessor's Tax No.: 2172000180 Site Address: 13350 56th Ave S. PROPERTY OWNER Name: Le Hoang & Lanna Luong Address: 13350 56th Ave S. City: Tukwila State: WA Zip: 98178 CONTACT PERSON — person receiving all project communication Name: Sheldon Smith (CBay Consulting) Address: 4001 72nd St. E. City: Tacoma State: WA Zip: 98443 Phone: (253) 380-2357 Fax: Email: Sheldon@cbayconstruction.com GENERAL CONTRACTOR INFORMATION Company Name: HiLine Homes Address: 11220 Woodland Ave E. City: Puyallup State: WA Zip: 98373 Phone: ZS3 . (,0 �0 .%-Ak) Fax: Contr Reg No.: 1�p \ Sr6X O G -, Exp Date: \'Z , . \ S Tukwila Business License No.: lws oo\�A ARCHITECT OF RECORD Company Name: HiLine Homes Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: HiLine Homes Engineer Name: Wahab Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: &ad,21000 r Address: l � P k-t V ild S'�—e City: ✓L��S State: /, /,, Zip: M H:\Applications\Fmms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 Pagel of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Replace existing building with new single family residence. Disconnect and reconnect to public sewer and water. Roof water only to be collected and direct to dispersal pad at the ordinary high water mark at Duwamish river shoreline. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I, floor 713 2 ad floor 962 Garage m effort 480 Deck — covered m uncovered ❑ 68 Total square footage 2,223 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 'y ((11 Value of mechanical work $ L1 l Oy fuel type. electric ❑ gas furnace <100k btu appliance vent ventilation fan connected to single duct thermostat wood/gas stove 1 water heater (electric) emergency generator other mechanical equipment PLUMBING: oO Value of plumbing/gas piping work $ W 1 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain 1 lavatory (bathroom sink) 2 sink water heater (gas) lawn sprinkler system clothes washer shower water closet gas piping outlets H:Wpplications\Fomis-Applications On L'me12011 ApplicationsTombination Permit Application Revised 8-9-1 l.dou Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Replace existing building with new single family residence. Disconnect and reconnect to public sewer and water. Roof water only to be collected and direct to dispersal pad at the ordinary high water mark at Duwamish river shoreline. New driveway areas to be graded toward 2' gravel strip then to 10' vegetative flow path for dispersion. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila ❑ ... Water District 4125 ❑ .. Highline ❑ .. Renton m ...Water Availability Provided Sewer District m ...Tukwila ❑ ... Valley View ❑ .. Renton ❑ . Seattle ❑ ...Sewer Use Certificate m ... Sewer Availability Provided Septic System: ❑ On -site Septic System —For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with ADplication (mark boxes which apr ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑... Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut 10 cubic yards ❑ ...Total Fill 10 cubic yards ❑ ...Sanitary Side Sewer m ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone m .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 1 ❑ ... 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:tApplications\Forms-Applications On Line12011 App6eation9ftblic Works Permit Application Revised 8-9-1 Ldocx Revised: May 2011 Page 2 of 3 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees li ILI v _i�tv;iCRs i PROJECT NAME Ui- ka00,t-16 - 1apt'L PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention `S , Water/Sewer/Surface Water Road/Parking/Access 0 0 5 A. Total Improvements go-5'0 Calculate improvement -based fees: Zs' B. 2.5% of first $100,000 of A. l2� C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL FLAN REVIEW FEE (B+C+D) Enter total excavation volume Enter total fill volume \0 cubic yards O cubic yards $ / Z 4, ' (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 2 s (1+4+5) $ 3-76 -- 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 Davao attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan R �iV1 F TUKWIL.Q Approved 09.25.02 Last Revised 12/17/14 JUU 216 2015 PERMIT CENTER 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) $ 1Z4 ZS (6) 7. Pavement Mitigation Fee (-f I-J> . ) $ (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 113 to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 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. $ �7 (8) QUANTITY IN CUBIC RATE YARDS ✓ 50 or less $23.50 51 -100 $37.00 101 - 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the ls` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for ls` 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 1 i i P I i Technology Fee '(5 % of 6+8) Approved 09.25.02 Last Revised 12/17/14 R9 t 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 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) $ 10SSA 2�j E. Allentown/Foster Pt Sewer (Ord 2177) $ J�1, Zees F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees OA kAj> LVATO- A U i A-r4e- Total A through I $ 7 (10) 53 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 3:2 U4-3 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 ./ $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 1 $7825 1 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" L$300 2.5" 1 $1,500�' DESCRIPTIONS• QUANTITY PAID PermitTRAK $41,573.56 D15-0161 Address: 13350 56TH AVE S Apn: 2172000180 $41,573.56 1 I NCH $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 TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 DEVELOPMENT $2,629.60 PERMIT FEE R000.322.100.00.00 0.00 $2,625.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 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 $526.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $126.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $126.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 SEWER SERVICE FEE $19,800.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,800.00 TECHNOLOGY FEE $160.79 TECHNOLOGY FEE R000.322.900.04.00 0.00 $160.79 WATER SERVICE FEE $10,886.17 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $10,886.17 TOTAL FEES PAID . ' Date Paid: Friday, May 13, 2016 Paid By: LANNA LE Pay Method: CHECK 1001 Printed: Friday, May 13, 2016 2:25 PM 1 of 1 �_� 11f SYSTEMS Date Paid: Friday, June 26, 2015 Paid By: LE Pay Method: CREDIT CARD 06485B Printed: Friday, June 26, 2015 2:31 PM 1 of 1 (4r)TmF SY57EM5 INSPECTION RECORD j, Retain a copy with permit INS ON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P r oA'e ct: t�lv�%4. Tgmz'IvAk.e of Inspection: / ✓ . Address: .3357 ' Date Called: Special Instructions: Date Wanted a.m. 7 Requester: Phone No: 5t g L Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l Retain a copy with permit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: // AAX G��� C', Ty e of Inspection: g " i c pv ! L Address: a 174J/'j s Date Called: Special Instructions: M. Date WanteZ/J-J/ If 7 Requester: Phone No: ❑ Approved per applicable codes. � Corrections required prior to approval. COMMENTS: �6(A- L : 11-11'71�'a'r , 4)seAL AL W-? 10'Z .: .it s ` - Y.-1 � 66 � 60 c L 4 lN�br 10 Inspector: A Date: Xr: s U KtiNbrtt:uuN rtt Kt:uuiKtu. rnor to next inspection, ree must oe paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitI)IS;-- ����� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: Type of Inspection: y) Address: � I TI&O 5� � Date Called: Special Instructions: Date Wand: .m. %3 /7 _ Requester Phone No: G 2 Approved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd- Suite 100. Call to schedule reinspection. IceINSPECTION RECORD Retain a copy with perm, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: T e of In pection: 1 G T" P5W+77GA0 Address: 1330 , 17' S Date Calfed: Special Instructions: Date Wa a a. . -9-ibl A641 07- Requeste : I t pce ll Phone No: 2z6' `7 1 " 627 3 ®Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: bA Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ltw�--©f INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: Nr 2i��rA,& Ty of Inspection: y f3t ,c1 Grlw—All Address: 3 x �( A ur, Date Called: Special Instructions. Date Wand a.m. 3y t? Requester. Phone No: nApproved per applicable codes. Corrections required prior to approval. YCOMMENTS: Inspector: AT)4A Date: T% !� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD Retain a copy with permit bl. dl INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: A Type of Inspection: Address: 1/74 3 6 v Date Called: Special Instructions: Date Wanted_: ` .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: DAM Date: REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 00)��, �%G Retain a copy with permit 1 1 INSkCT6 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: - -4 :JAY ns ection: TUlee--/zom&/ � — Address: �9 1335V � ,- Date Ca ed: Special Instructions: 'am Date W_I-77 Z- Requesttr: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: . REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 016 ! Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr j ct: - ram-l4CYv�I�' Type of Inspection: Address: 13 3 s7v 57,�"4 Date Called: Special Instructions: Date Wanta. Requester: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit [�I!� - , INSPrCTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: Type of Inspection:/ Address: Date Called: Special Instructions: Date W ed: M. 130 f lRequesfer: Phone No: Approved per applicable codes. L, Corrections required prior to approval. I__I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N INSPECTION RECORD 1))rs - f Retain a copy with permit INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: G�h►%y %i� �- Ty a of Inspection: &A 01Q& �A L Address: �-o Date Called: Special Instructions: Date Wa a. k % p.m. lRequest4r: Phone No: Approved per applicable codes. 1:1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. INSPECTION RECORD _ K I LRetain a copy with permit ,�� - ���' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: j ,/� T pe of inspection: Lhl-12 LD/ ddress: /'33 0 5 '11 S Date Called: Special Instructions: Date Wan a. %<1 p.m. Requester 1 Phone No: O , ov a 11 Approved per applicable codes. 14 Corrections required prior to approval. COMMENTS: l 6 1 a 9 ^ y s ` ✓ A- 0ZZ—T7e nspector: ate: REINSPECTION FEE REQUIRED. Prior to next inspeckion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr je/cyyt: Typj ofyInnspectio/n: Address: Date Called: Special Instructions: Date W, n' d: a.m. �- .m. Reque er: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ► � Sif � �� h �� U�� � C'G,�,r�1� 1 VZ 6AP 1 i k- f C-5e Ae o r24- c a-� flnspector: ( Date: ? REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: T Type of Inspection: �. Address: Date Called: Special Instructions: Date Wanted: a.m. d .m. lRequester/ Phone No: Approved per applicable codes. W Corrections required prior to approval. I' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. :>):, INSPECTION RECORD3 (i�' Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' t TyA of Inspe ion: �' r' , .7 P%A .- IL A dress: 74 Date CallecV a� Special Instructions: Date W t d: a.m. ` 1 m Reques.r: V11 Phone No: ;p &-Z/r-/"fz7 Approved per applicable codes. Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Do";t: is G tJ JtOli- I z Ty e off Ins ection: J , W �A4 Address: f33 Y'S Date Called: Special Instructions: Date W t iRequestjfr: Phone No: Approved per applicable codes. gCorrections required prior to approval. I A%' 1"'� nspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD C% Retain a copy with permit INSPECTION NO. PERMIT N'0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: Type of Inspection: " e M �tY fs .. _ C-_— Address: 7' Date Called: 33 �- 1 Special Instructions: Date Wane a.m. % p.m. Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: � a Date:/y, �� 1 RE INSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �S-" 011I�/ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: o�tn9lr �✓� Ty a of Inspection: IBC ` dress: / 33S7v � / � Date Called: Special Instructions: a. Date WantteeZ' (f7 % 7 p.m. Requester: �)r Ig Phone No: rVI Approved per applicable codes. Corrections required prior to approval. Lai U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr jest: � Via- (�(�t>1��i T pe of Inspec on: /� LL UJ 7J Address: 35� e'A A Date Called: If Special Instructions: Date Wante a.m. /� C 7 Request Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDv Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: T e of Inspection: Address: >3 V S Date Called: Special Instructions: Date Wante f 3117 p.m. Requested. Phone No: Approved per applicable codes. k Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: oi4j1 Z6P"6- T e of Inspection: �C &� Address: ! Is � 2-d Date Ca ed: Special Instructions: Date Wanntted a.m cv 1 i / 7 p.m. Requeste . Phone No: 11 Approved per applicable codes. 1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD fi Retain a copy with permit 0 16 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: Ty a of Insp ctio Address: /a35-0 9 Date CaH : Special Instructions: Date Wanted a.m. Requester I ►^'1 Ph`onae No: �j' K Move Approved per applicable codes. 1 Corrections required prior to approval. In nspector: Date:, ❑ REINSPECv'ION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T e of Ins ection: Address: 13.3s-V 0/ Date Called: Special Instructions: Date Wan df—a--m— IR—equesterl Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ink �if4rlaM7 AP-3 c� Inspector: Dater l -7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Ibis 0141 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: Type of Inspection: f r ALL 4� 'j Address: Mate Called: <6� Special Instructions: Date Wanted: a.m Requester O�� Phone No: u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD \,� Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: T pe of In pection: �� Address: / 31 o pate C led: Special Instructions: Date Wante a.m. w% 7 p.m. Request : f' Phone No: Approved per applicable codes. R Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IPI5--,g Ira SPEC PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ( 6) 431-�670 Permit Inspection Request Line (206) 438-9350 CL C !u P'4ect: r Type Inspection: ow. (G2 Address: Date Called: 3 f� Special Instructions: Date Wanted: a.m. 277 p.m. _ Re e�ter. r Iu1 k-t G Phone No: IInspector: I/ (- ` IDate: 12 --2---7 — f i�, I El REtNSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD [&�G Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pfo'ect: T e of inspection: [ ) j - %,, J { )OW 5' d ress: � 5 Date Called: Special Instructions: Date Wante m Za p.m. Requeste Phone No: AjApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: AI� Date: I zz J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD /� Retain a copy with permit FIS ��� i 1 e INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �_ Type nspection: r- Address: / - 30 20, 71 APT Date Called: Special Instructions: Date Wanted: ` a p.m. Requester• Phone No: Approved per applicable codes. ri v Corrections required prior to approval. COMMENTS: Z/ 1 rZ, 5rom/liG i Ad 1 S 0)-" WAUs 21M /t ss e ecbgU�M-(Z 4 -31 Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 016 r Retain a copy With permit /7 INSPeCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: /�r'� tdG C Ty of Inspection: _ 4 - I Af ACC141C4 Address: I3-:tsz Se' V4 14VE > Date Called: Special Instructions: Date Wanted .m Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. (Inspector: �A,. Iuate,11 //61h; REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit !` INSPECTION NO. - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prq'ect: T e of Inspection: nn —� AL 0-46- - l� I�c�.�wl�i�� Address: - 3.5� ' " S Date Called: Special Instructions: Date Wanted .m. Requester- ac Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. 7 INSPECTION RECORD ,��� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ct: AA i s�' Wd Ty of Inspec on: 0ess: s V, AgliFS Date Called: Special Instructions: Date Wante / a.m. !� .m Requester: Phone No: 9 Approved per applicable codes. 11 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit v; 0/� INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Inspection: Ad es 74 Date Called: Special Instructions: a. Date WanAd: A. - Requester: S/k50A/ Phone No: 7S:3' "7-S2- 0/9-67 E�jApproved per applicable codes. EI Corrections required prior to approval. Inspector: 4 Ilk' AM '40 I I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be l—I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPEttfIN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: �� RAa Type of Inspe tion: Address: j r Q — I0, Date Called: Special Instructions: Date W ited, p.m. Requester: Phone No: Ily I Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: Inspector: � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type spection: Address: Date Called: Special Instructions: Date Wante� a.m. Requester. Phone No: ,Approved per applicable codes. L� Corrections required prior to approval. COMMENTS: Inspector: Date: 129114 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prect: TP"f Inspection: S/-yJAAyi71&J MALL Address: Date Called: Special Instructions: Date Wa�n3�� a.m p.m. Requester: Phone No: 053 - 37 7 - 0�-% CalApproved per applicable codes. 1-1 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of pection: DaA G- AAl AG F6CV Address: Date Called: Special Instructions: Date W n e j� / a.m. Requeste . 6&-eL�r Phone No: rVI Approved per applicable codes. L� Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit -- D � I SP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: Type of Insp cti0n: ao AldTM �` 55 'r `� Dat Called: Special Instructio s: Date WYanted: a.m. p.m. Rea.uester: Wit/ Phone: 37 / ® y ` Approved per applicable codes. L� Corrections required prior to approval. COMMENTS: I L Qel— 6�0-�ff . i rAk- UA,&Ale- L'APAC1 .SO11-- .i -Afl) 20 4 PkVIDC jri tP OWe P Z41J65 Inspector: Date: 7 I I KLINW'UrI IVN 1-= KLUUIKLU. vrior to next inspection. tee must de L_J paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. "2, INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: � � � Type of Inspection: �r N Address: r, .� Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0J L F k12I aYZ- 9e-z L /v r r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Y-?" I Date: ;?/9/! -,2__ I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Lsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: La, 9.e . 5,, dew 6-te' Type of Inspection: Address: ,� Suite #: j 5-b -{�1� Contact Person: C- Special Instructions: Phone No.: � / a - Approved per applicable codes. Corrections required prior to approval. COMMENTS: r64 iJ AID 0- U i AI� 6G ,J CZAr -72 60 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: IZL I(, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. isming Aaaress Attn: Company Name: Address: City: State: Zip: N Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 POWER POLE d a �^ _J d aQ /4 a d 4•11 C. /' d X. 8" C SE W M >IAIN • d v � d C .a d d la ' HOANG LE & LANNA LUONG . d. LEGAL DESCRIPTION: LOT SIZE: � �l ` _ d SSMH #1B TYPE 1 (48") - STA 15+99.45 OFFSET 9.00 R y RIPVC 18 24' EAST RIVERTON GARDEN TRSN 10,200 sf. - 0.23 ac. ` 2ND, LOT 35 U ( SEE ATTACHED SEWER AS BUILT MAP PAGE C1.01) ZONING: .these plans have been reviewed by the Public Works Department for conformance with currelitow Density Residential / City of Tukwilla ("f t d A A b' r IJ EX. 6" SEWER STUB TEE LOCATION 1 ) s an al S. CCeptanCe 1S su )ect to errors and 'TREE PLANTING & STAKING DETAIL TO BE CUT AND CAPPED DURING CONSTRUCTION omissions which do not authorize violations of ( SEE ATTACHED SEWER AS -BUILT MAP PAGE C1.01 adopted standards or ordinances. The responsibility CONNECTION DETAIL NUMBER 4 ON PAGE C5.05) p P y for the adequacy of the design rests totally with the ;ROOTBALL ARVEVLTUBING LOCATION OF UNDER GOUND POWER designer. Additions, deletions or revisions to these AGALV STEEL WIRE SERVICE TO REPLACE EX. OVERHEAD LINES drawingsafter this date will void this acceptance CE EQUALLY, TWIST TO TIGHTEN p WOODEN STAKES, DRIVE TO `%, nd will require a resubmittal of revised drawings FICIENT DEPTH TO SUPPORT GRADE DRIVEWAY NORTHEAST Tb q � � 1ECREE TO T WIDE GRAVEL STRIP TO for subsequent D approval. BARK ]MUp10'VEGETATED FLOW PATH A TOPSOIL: " INERT, f- NATIVE 7' 6" COMPACT LAYER OF BACKFILL . S Final acceptance is subject to field inspection by \; S • 7, the Public Works utilities inspector. 1. SET CROWN AT NURSERY HEIGHT r COVERED PORCH ateF' �Z f $y, 2. ROLL TOP'i OF BURLAP AWAY FROM ROOT BALL 1 EX. HOME TO BE DEMOLISHED `� /l 3• SCARIFY soTroM AND Bross of HOLE .o - I j SHRUB AND GROUND COVER SPACING DETE ��IV EX. DRIVEWAY TO REMAIN AS IS FOR i PRO OSED REPLACEMENT NEIGHBORING USE��\\ \�.\ H E FF=22.0 i ONSI'AE PORTION ONLY 01', \�`.2''' '1~ I9S,, r EX:.I�RIVEWAY TO BE REMO'EI? {SOILS AMENDED W/ ABORVITAZ SHS O� i NEIGHBORING HOME O KEY/LEGEND: O PROPERTY CORNER - --EASEMENT LINE ---- CONTOURS _..� PROPERTY BOUNDARY EXISTING FEATURE TO REMAIN PROPOSED HOME —xu- EXISTING WATER EX. SEWER LINES EX. UNDERGROUND POWER ROOF DRAIN - TO DISPERSION EXISTING PAVEMENT SILT FENCE POWER POLE CONST. ENTRANCE EXISTING STRUCTURE TO BE DEMOLISHED ® AMEND SOILS - AREAS SEDIMENT CONTROL STRUCTURE 2 IE=19.0 (see details page D-1) i� 25DISPERSION TRENCH 3 INSTALL 4" PVC ROOF DRAIN i� LINES & TIGHTLINE TO DISPERSION TRENCH ALONG THE CONTOUR OF THE SLOPE. PROVIDE MIN. 25' LONG VEGETATED FLOW PATH ON THE DOWN SLOPE SIDE. FLOW PATH MUST BE UN -DISTURBED OR AMENDED RIM = 20.00 IE =18.00 (see details page D-1 ) 20 0 20 40 Scale: 1" = 20' feet TEMP. SILT FENCE & LIMIT OF CLEARING 6" FROM BED ,EX. FENCE .� 4" PVC PIPE TO U PROPOSED FOOTING DRAIN �sF INFILTRATION TRENCH 4'x4'x4' PER STANDARD R405.1 (see details page D-1) p (4') (2) PROPOSED TREE PLANTINGS BED IAE (1) DECIDUOUS AND (1) CONIFER 9' N \•� PER STANDARDS IN TMC 18.44.080 C. 16.67 FEET FOR A 2.5:1 SLOPE OF THE RIVER BANK MEASURED FROM THE OHWM PER TMC-18.44.040 SET CORNER FOR BED UNE o-c—DEC 2 3 2015 BUILDING DIVISION I CIT `-$' 1; T 'Ui K VV i ! A ,-TREEII 5 FROM dbh Nov 2 5 2015 SET CORNER 1= TOP OF EXISTING BANK PERMIT CENTER AS SURVEYED, MEASURED ',�,,BY JCA AT 6.67ABOVE OHWM QRDINARY HIGH WATER MARK '(OHWM) EDGE OF WATER ON 12/2 /2014 AT 10:30AM AS SURVEYED BY TTHOMAS R. GOLDIPLS SEE RECORD OF S�JRVtY DRAWING DATED 4/15/15 L 4��kq ti A ARLAILROAD V Dl!i SITE PLAN W/ CRITICAL AREA DELINEATION CBAY CONSULTING 4001 72nd St. E. Tacoma, WA 98443 phone 253-380-2357 SITE PLAN W/ DRAINAGE EROSION CONTROL PLAN EcavEn DEC 02 2015 TUKVYiLA :PUBUC WORKS Vrciect Info Wne J Hoang Le & Larma Luong dress 13350 56th Ave S. Tukwila, WA 98178 2172000180 11 / 5 / 2015 Lot Size=10,200 sf. - .23 ae. Impervious Surfaces; Ex. Home - 312 sf. Ex. Drive - 710 sf. Ex. Outbuilding - 290 sf Ex. Total - 1,312 sf Proposed Home - 1,466 sf. Proposed Drive - 1,150 sf. Proposed Total - 2,616 sf. Lot Coverage - 27.9 C-1 STANDARD EROSION CONTROL NOTES 1. On -site erosion control measures shag be the responsibility of the developer. Any problems occurring before final a,00eptance of the storm system by the Municipality shall be corrected by the Applicant and/or the Contractor. 2. In rase erosion or sedimentation occurs to adjacent property, all construction work within the development that will aggravate the situation must cease and the Applicant/Contractor shall Immediately commence restoration or mitigation measures. Restoration activity shall continue until such time as the problem Is rectified. 3. All erosion and sedimentation control devices shown on this drawing shall be Installed prior to or as the flint stage of site preparation. 4. Should the temporary erosion and sedimentation control measures as shown on this aw drl g not prove adequate to control erosion and sedimentation, the Applicant/Contractor shag Instal additional facilities as necessary to protect adjacent properties, sensitive areas, natural water courses, and/or storm drainage systems. 5. In any area which has been stripped of vegetation or experienced land disturbing activities and where no further work Is anticipated for a period exceeding the listed criteria, all disturbed areas must be Immediately stabilized with mulching, grass planting, or other approved erosion control treatment applicable to the time of year In question. Grass seeding alone will be acceptable only during the months of April through September, Inclusive. Seeding may proceed, however, whenever It Is In the Interest of the Appllcant(Contraclor, but must be augmented with mulching, netting, or other treatment 6. Criteria for exposure of disturbed surfaces from County Stormwater Management Manuel shall be listed here by the engineer. The project engineer or project surveyor will be responsible for field locating the clearing Omits and establishing those boundaries with bright colored flagging. The contractor shall dear to the Omits as established on this plan and as flagged In the field. 7. The County shall be responsible for the Inspection and acceptance of all clearing and grading work and erosion and sedimentation control facilities. The Applicant and/or Contractor shall notify the County forty-eight hours In advance of each required erosion and sediment control Inspection. Inspection No. 1 - Installation of erosion control facilitlesfprior to clearing. Inspection No. 2 - Completion of deadng. Inspection No. 3 - Upon completion of excavation, fllgng, and earthwork. Inspection No. 4 - Completion of project. Inspection No. 5 - As needed to determine compliance with approved plans and/or specifications. (Does not require advance notice.) 8. All work associated with stabilizing the disturbed areas shag be In accordance with the Pierce County Stornwater Management Manual. 9. All necessary fedgUes shall be maintained on alto to prevent debris, dust, and mud from accumulating on the pudic right-ofivay. SILT FENCE 1. Filler fabric shall be purchased In a continuous roll and cut to the length of the barrier to avoid use of joints. When joints are necessary, filter cloth shall be spliced together only at a support post with a minimum 64ndh overlap, and securely fastened at both ends to posts. 2. Posts shad be spaced a maximum of 6 feet apart and driven securely Into the ground (minimum of 30 Inches). 3. A trench shall be excavated approximately 8Inches wide and 12 Inches deep along the One of posts and upslope from the barrier. This trench shall be backflged with washed gravel. 4. When standard strength filter fabric Is used, a Wire mesh support fence shall be fastened securely to the upslope side of the posts using heavy-duty wire staples at least 1 Inch long, be wires or fog rings. The wire shall extend Into the trench a minimum of 4 Inches and shall not extend more than 24 Inches above the original ground surface. 5. The standard strength filter fabric shall be stapled or wired to the fence, and 20 Inches of the fabric shall be extended Into the trench. The fabric shall not extend more than 24 Inches above the original ground surface. Filer fabric shag not be stapled to existing trees. 6. When extra -strength filter fabric and closer post spacing Is used, the wire mesh support fence may be eliminated. In such a case, the filter fabric Is stapled or wired directly to the posts with all other provisions of above notes applying. 7. Filter fabric fences shall not be removed before the upslope area has been permanently stabilized. 8. Filter fabric fences shall be Inspected Immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made Immediately. 9. Slit fences will be installed parallel to any slope contours. 10 Contributing length to fence will not be greater than 100 feet Do not install below an outlet pipe or weir. 12. Install downslooe of exposed areas. 13. Do not drive over or fill over sift fences. PLASTIC COVERING 1. Plastic sheeting shag have a minimum thickness of 6 rills and shag meet the requirements of the STATE STANDARD SPECIFICATIONS Section 9.14.5. 2. Covering shag be Installed and maintained tightly in place by using sandbags or Ores on ropes with a maximum 10400t grid spacing In all directions. All seams shall be taped or weighted down full length and there .hall be a least a 12 Inch overlap of all seams. 3. Clear plastic covering shall be installed Immediately on areas seeded between November 1 and March 31 and remain until vegetation Is firmly established. 4. When the covering is used on unheeded slopes, It shall be kept In place until the next seeding period. S. Plastic covering sheets shall be buried two fast at the top of slopes In order to prevent surface water flow beneath sheets. 6. Proper maintenance Includes regular checks for rips and dislodged ends. BAY N-1. ABBREVIATED EROSION CONTROL PLAN: T.E.S.C. / ABBREVIATED PLAN FOR LE HOANG TOPSOIL STOCKPILING 1. Stockpiles shall be stabplzed (with plastic covering or other approvedevic de) daily between November 1 and March 31. 2. In any season, sediment leaching from stock piles must be prevented. 3. Topsoil shall not be placed while in a frozen or muddy condition, when the subgrede Is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. 4. Previously established grades on the areas to be topsolled shag be maintained according to the approved plan. MULCHING 1. Mulch materials used shall be wood fiber cellulose, and shall be applied at the rate of 1500 His per acre. 2. Mulches shall be applied In all areas With exposed slopes greater than 2:1. 3. Mulching shag be used Immediately after seeding or In areas which cannot be seeded because of the season. 4. All areas needing mulch shall be covered by November 1. SEEDING 1. Seed mixture shall be red fescue, and shall be applied at the rate of 25 Ibs per acre. 2. Seed beds planted between May 1 and October 31 will require Irrigation and other maintenance as necessary to foster and protect the root structure. 3. For seed beds planted between October 31 and April 30, armoring of the seed bed will be necessary, (e.g., geotextles, jute mat, dear plastic covering). 4. Before seeding, Install needed surface runoff control measures such as gradient terraces, Interceptor dikes, swales, level spreaders and sediment basins. 5. The seedbed shall be firm with a fairly fine surface, following surface roughening. Perform all operations across or at right angles to the slope. 6. Fertilizers are to be used according to suppliers recommendations. Amounts used should be minimized, especially adjacent to water bodies and or wetlands. TYPICAL SOIL AMENDMENT GUIDE FOR SINGLE FAMILY CONSTRUCTION O OPTION 1 -AMEND EXISTING SOILS IN PLACE LANDSCAPED AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE 46 INCHES. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) PLACE AND ROTOTILL 31NCHES OF COMPOSTED MATERIAL (10%ORGANIC CONTENT) INTO 5 INCHES OF SOIL FOR A FINISHED DEPTH OF 12 INCHES (461NCH SCARIFICATION i B INCHES COMPOST/SOIL - 12 INCHES) OF UN -COMPACTED SOIL. RAKE AND REMOVE ROCKS LARGER THAN 2 INCHES IN DIAMETER AND MULCH AREAS WITH 21NCHES OF ORGANIC MULCH. LAWN AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE 46 INCHES. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) PLACE AND ROTOTILL 2INCHES OF COMPOSTED MATERIAL. (5%ORGANIC CONTENT) INTO 6 INCHES OF SOIL FOR A FINISHED DEPTH OF 12 INCHES OF UN -COMPACTED SOIL. WATER OR ROLL TO COMPACT SOIL 85%OF MAXIMUM. RAKE TO LEVEL, REMOVE SURFACE WOODY DEBRIS AND ROCKS LARGER THAN 1 INCH IN DIAMETER. OPTION 2. IMPORT TOPSOIL MEETING ORGANIC CONTENT STANDARDS LANDSCAPE AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE IN TWO DIRECTIONS TO 6 INCH DEPTH. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) USE IMPORTED TOP SOIL MIX CONTAINING 10%ORGANIC MATTER (TYPICALLY AROUND 40% COMPOST). SOIL PORTION MUST BE SAND OR SANDY LOAM. PLACE 3 INCHES OF IMPORTED TOP SOIL MIX ON SURFACE AND TILL 21NCHES OF SANDY SOIL. PLACE ADDITIONAL 31NCHES OF IMPORTED TOPSOIL MIX ON THE SURFACE. RAKE SMOOTH AND REMOVE SURFACE ROCKS OVER 21NCHES IN DIAMETER. MULCH LANDSCAPE BEDS WITH 21NCHES OF ORGANIC MULCH. LAWN AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE IN TWO DIRECTIONS TO B INCH DEPTH. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) USE IMPORTED TOP SOIL MIX CONTAINING 5%ORGANIC MATTER (TYPICALLY AROUND 25% COMPOST). SOIL PORTION MUST BE SAND OR SANDY LOAM. PLACE 3 INCHES OF IMPORTED TOP SOIL MIX ON SURFACE AND TILL 21NCHES OF SANDY SOIL WATER OR ROLL TO COMPACT SOIL 85% OF MAXIMUM. RAKE TO LEVEL, REMOVE SURFACE WOODY DEBRIS AND ROCKS LARGER THAN 1 INCH IN DIAMETER. C•1. ABBREVIATED / SITE PLAN (1' 20') N-1. NOTES PAGE D-1. DETAILS PAGE AS PER COUNTY ROAD STANDARDS, CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT OPO RUNOFF DRAINS OFF THE PAD. fXA5tAa0 P R = 25' MIN. 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA •L.71- 1�>, 1-•-►� ,�• -tea O ORTHO MAP PROPC HOME APPROVED GECI 112015 aaaarr� VICINITY MAP CBAY CONSULTIN 400172nd St. E. Tacoma, WA 98443 phone #1: 253-380.2357 NOTICE: The wittsn dimenslons an thle plan apercede any ended meosurmenta This is not a survey. For building Wpom may FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC -1/.. Ipro.%ect Info ,T{�C.-)•± BURY BOTTOM :v GROUN SURFACE cl' ; OF FILTER • t•��'.��r M/TERj/L IN 8'x12 TRENCH L HGong Le & LaMa LuOTig rOff 13350 56th Ave S. Tukwila WA 98178 6' MAX. 80 U72 \\ 2%2" WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE a REPLACEMENT FILTER IFABRICE OF THE FILTER FABRIC MATERIAL o I 11 / 5 / 2015 Lot Size 10,200 s . -.23 ac. Impervious surfaces: I F. I1,nn, 312 �t. 'm PROVIDE 3?HgD GRPVEL�� BACKFILL, 3 4 - 3 IN TRENCH AN ON BOTH SIDES 8" IN OF FILTER FENCE FABRIC ON THE SURFACE BURY BOTTOM 9F FILTER MATERIAL IN 8 x12 TRENCH 2�x2�x5' W000 POSTS. f�. ttrirr- 71f1+E. �gEx. -290sf. Ex. Total- 1,3125f. Laity of Tukwila PUBLIC WorkF 09M RL761 FAMM M CE DETAL O N.T.S. Proposed Home - 1,466 sf. 1. Utility locate; ONE CALL 1.800-4245555 12. Cover all areas that will remain unworked for more than 7 days during 2. Pre -construction meeting with County. the dry season and 2 days during the wet season with straw, 3. Post sign with name and number of ESC supervisor. (if needed) wood fiber mulch, plastic sheeting or equivalent. 4. Grade and Install construction entrance(s). 13. Stabilize all areas that make final grade within seven days. 5. Install catch basin protection (if required) 14. Seed or Sod any areas that will remain unworked for more than 30 da 6. Install perimeter protection, Slit fence or brush barrier ect. 15. Upon completion of the project, all disturbed areas must be stabilized 7. Inspection of Erosion Control measures, Silt fence ext and BMP's removed If appropriate. 8. Construct surface water controls, during clearing and Grubbing operations: 9. Excavation and foil to subgrade: (CUT AND FILL) 10. Maintain erosion control measures per County standards and manufacturers specs. 11. As site conditions may change, relocate erosion control measures to maintain that erosion & sediment controll Is always in accordance with ESC standards. b1.7you ig 1-(800)4245355 utter,;4 nd1n EROSION CONTROL / ABBREVIATED / SITE nde •rcund Iora" Proposed Drive - 1,150sf RE r, Proposed Total - 2,906 af. Lot Coverage - 28.4 % NOV 2 5 2015 :.;MIT CENT N-1 I N ROOF DRAIN O8" PVC OR R p� ADS-NI2 PIPE SLOPED 1.00 Mel TO CB ROOF SAL T7. SEDIMENT CONTROL W/W to ROOF CRAIN e' CONVEYANCE PIPE TO DISPERSAL TRENCH, SEE PLAN I /F 1 MIN' 1' MN. SUMP (PERSPECTIVE VIEW) TEE FINE MESA F- -1 SCREEN SEDIMENT STRUCTURE WITH SOUR LOCKING UP OINDIVIDUAL ROOF DOWNSPOUT SYSTEM N.T.S. NOTES: 1.) SET THE TOP OF THE TEE RISER AT OR ABOVE THE THE TOP ELEVATION OF THE TRENCH DRAM ROCK. 2.) SET THE BOTTOM OF THE INLET PIPE AT THE SAME ELEVATION AS THE OUTLET PIPE. SOLID LOCKING LID r6' MIN. 1 MESH SCREEN 1'X1', 2' MIN BAND SCREEN TO PIPE 4' PVC FROM DOWNSPOUTS) -- �� Y TO CB AND I. x MN r DISPERSION TRENCH(S) IF UTILIZED. y T PIPE SUPPORTS, 1 BAND TO SIDEWALL 1 's (2 PLACES, TYP.) FlBANDES1EEN TO PROME PIPE ILTA ORESIDENTIAL SEDIMENT CONTROL STRUCTURE - PRIOR TO DISCHARGE TO DISPERSION TRENCH(S) BAY Page 3. of 3. DRAINAGE PLAN DETAILS: ABBREVIATED / SITE PLAN FOR REPLACEMENT HOME PIPE D.D. PLAN VIEW MVN MIN END CAP OR PLUG GRADE BOARD a CLEAN OUT SWEEP W/CAP OR PLUG (TYP.) NOTCH 6' PERFORATED 2'X12' PRESSURE PIPE LAID FLAT/LEVEL @ 0.0% TREATED GRADE HOARD 1•. —TYPE 1 CB W/SOLID LOCKING COVER rd zz Galvanized H, FLOWFLUE0.SNCFSI PER MTRENCAX H) DESIGN (100-YR 24-HR DESIGN FLOW) iitt v . A 4'x4' SUPPORT POSTS GRADE BOARD W/ NOTCHES 1' rM11'N HITCHED GRADE MINI YPy CBAY HOARD 2'X2'. iALVANIZED BOLTS —._ CONSULTING 20'I. r ' sheldon@cba COn && do 4001 72nd St. E. Tacoma, WA 98443 e °. 6' PERFORATED PIPE LAID FLAT HOLES FACING phone253 380-2357 y' DOWN , CENTER IN TRENCH Al 1�'-Q' NON FRACTURED 4'X4' SUPPORT PO S a DRAIN ROCK EGUIV. TO WSDOT SPEC. 9-0312(5) x 4 IMPERVIUUS SURFACE Y' SECTION A -A ' NOTES- NTS a. 1. This trench shall be constructed so 3. Trench and grade dust be level. 5. The end of each pipe run shall have as to prevent point discharge and/or Align to follow contours of site, an accessible clean out sweep, Pipe end erosion 4, Support post spacing as required by should be visible or the location staked, O DISPERSION TRENCH DETAILS 2. Trenches may be placed no closer soil conditions to ensure grade board 6. The type 1 CB can be located at the than 50 feet to one another. (100 feet remains level, end of the dispersion trench, off center, NTS along flow line,) or In a central location R413 1 COWIU!T E OR WSOYRY FOUNDATIONS Uri= sm.t Be P16aarud atw- o MI cowelc ar rm"ry twwdM:wu tha R'#.II cant ad ercl"ed Mlbkvble of awable epaeas located lebw pads. Draira;c Am, ``mvf, or asuhcd >:oiw drdes, perforaea p;a: or dual IpproaKa rl}TIUna or nMtenalx ai1dl be mailedatofbelowIhcolenlubaprdcndlaWsklldwhAWlaydlavRyt4nwc val n-uia kw as Mga-nrll drwlnayw cymcn. UYVII of awned New "ns mall dU ad a icarl 1 ko bgond the wrtvdr edge of the footiy aed 6incho abpvc the lop 6rde k w. ucal vl-S.a a4gnuatd 411a ma OWT rllaletm. I ne lop at opcc)OMU ardnluaie tdu or pnretoltdtdp "I be piwxd on a minimm 911 UA" of waaha a...ai . a-'rdnil,a..k K taax ra- ales a also linta ok*l ata Lk ldlY I�jlcAlnl Or Itrielallun and covand %I& not ksauu 6 taehet of the aa= nouriak CxiT.ATtAlL b.w.. RkWdY d-c Ar UkW,r. hlaaean(W wdl.drabled AMW of eeW-vi ol nualov loth linadlnr,o lha Unilied" Chwif"imi Bywem, UMV t "h, u Ji.-.ikd in T.Wa x4a) 1 1^wi LONCF ORA vr— Ty IIN. I ra?a)T' 1-'1iti� aEYOND OUTER EDGE Or 'AVni'iAi'v+i ai Iz n _ 'U APIOvG FOOT V6. ~ b fy a Fum OF OvLR FLOW PITH GROWL) LEVEL SLOPING 1LIe0K PACKa • 4 J AWAY $ROM Oaft (BEL.OtJ FOOTJW. DRAN) LOOA-M n' MINtUM 10 FM- FROM ALL PROPERTY WHIM FI 121CLOW COTTOMI lttroH ```' �q{t • 6 V ,a V GRAD£ I On PR. 74 PIPE S CRA41. •PACL' "TITRE SARtRIM APPROVED + CPA64 1+' .�4f,,M.V TOo OF �e E kCIOR DEC 112015 rs>,a, ar,>:rn4ay r-rt: ors .t LAdL i (PLaQFORATION6 PONIED Doti,) �P ICMJ4L 3a a' a_ wwa..a„ U.0v= APPROvFD DRAN FtrD OR CRL&4W'ROCK .,.'ity of 'Tukwila FOR FOOTING ORA.Na (MAY VARY CIF In d711 A a A1TF I nr..ATVWI PUBLIC Works p.TIER FABR16 a4^.rta rvae u.•: r e1 aa-talr'1+C anr'.. RESIDENTIAL FOOTING DRAIN INFILTRATION TRENCH DISPERSION & INFILTRATION TRENCH CONSTRUCTION DETAILS NOTICE: The w itton dmendme an this plan ouporo$& any coded wamini nnta This N not a =Wy. For huldbq proposes only. protect Info WHOM Hoang Le & Lanna Luong ress 3350 56th Ave S. 2172000180 11 / 5 / 2015 Lot Size- 10,200 sf. - .23 ac. Proposed Total - 2,616 e-• - • •t ;,,Lot covers e - 27.9 CITY v`� i? A NOV 2 5 2 315 PERMIT CENTER D-1 GENERAL CONSTRUCTION NOTES 1. SUB -CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: VERIFYING AND MEETING ALL LOCAL AND STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS AND COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED AND/OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFYING ACCURACY OF ALL DIMENSIONS. DO NOT SCALE THE DRAWINGS. IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN ON SHEET "CS". THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE ROOF TO THE FOUNDATION. 4. SEE SHEET "ST' FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY DISCREPANCIES OR CONCERNS. 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, INCLUDING: PLUMBING, ELECTRICAL, AND MECHANICAL PENETRATIONS. FIRE BLOCK AT MIN. 10 FT. O.C. HORIZONTALLY IN WALL CAVITIES. 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS, IRC REQUIREMENTS, AND THE STATE ADOPTED PLUMBING CODE. IN SDC D1, D2, TANK MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK. AT THE LOWER STRAP, STRAP IS TO BE 4" MIN. ABOVE THE CONTROLS (IRC M1307.2). 7. WHEN INSTALLED IN A GARAGE, ALL APPLIANCES MUST HAVE THE SOURCE OF IGNITION A MINIMUM OF 18" ABOVE THE FLOOR SLAB (IRC M1307.3). MECH / PLUMBING EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE (IRC M1307.3.1). 8. USE 5/8" GYPSUM OR 1/2" SAG -RESISTANT GYPSUM AT THE CEILING PER IRC TABLE R702.3.5. 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS, WINDOW AND DOOR OPENINGS, WALL AND ROOF INTERSECTIONS, DECK ATTACHMENT TO WALL, AND OTHER AREAS THAT WATER MAY INTRUDE. WINDOWS AND DOORS SHALL BE INSTALLED PER MANUFACTURER INSTRUCTIONS. 10. SINGLE STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ T O.C. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 11. TWO STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 5" O.C. ON FIRST FLOOR, 6" O.C. ON SECOND FLOOR. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 12. ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. WIDTH OF 20" AND A MIN. HEIGHT OF 24" WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT2. 13. SEE SHEET "EV FOR EXHAUST FAN, SMOKE AND CARBON MONOXIDE DETECTORS, AND ELECTRICAL FIXTURE LOCATIONS. 14. CABINET, PLUMBING FIXTURE, AND DOOR ROUGH OPENINGS ARE CRITICAL DIMENSIONS. TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED ACCURATELY. 15. SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS, OUTSIDE ALL SLEEPING AREAS, AND ON EACH ADDITIONAL STORY OF THE DWELLING. SYSTEM MUST BE INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE IS ACTUATED. IRC R314 16. AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS AND ON EACH LEVEL OF THE DWELLING. IRC R315.1 HEADER & ROOF FRAMING NOTES HEADERS 1.1. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALL HEADERS SUPPORTING ROOF LOADS ARE TO BE A MIN. 4 x 8 D.F. #2 W/ R-10 RIGID INSULATION AT HEATED AREAS. 1.2. U.N.O. ALL EXTERIOR WALL HEADERS SUPPORTING ROOF AND FLOOR LOADS ARE TO BE 4 x10 D.F. #2 W/ R-10 RIGID INSULATION AT HEATED AREAS. 1.3. ALL SINGLE STORY NON-STRUCTURAL GABLE END OR 2nd FLOOR OF 2 STORY NON-STRUCTURAL GABLE END HEADERS UP TO 6'-0" TO BE SINGLE 2x6 H.F. #2 PER DETAIL 6 ON SHEET A4. 2. UNLESS NOTED OTHERWISE, JOISTS AND RAFTERS ARE TO BE A MIN. H.F. #2. RAFTERS MUST BE SUPPORTED BY POSTING DOWN TO FLAT BLOCKING THAT SPANS A MIN. OF TWO TRUSSES WHEN RAFTER SPANS EXCEED 6 FT. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE ENGINEERING DRAWINGS ON SITE FOR INSPECTION. ALL TRUSS BRACING REQUIREMENTS MUST BE INSTALLED PER TRUSS DRAWINGS. DO NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR APPROVAL FROM THE ENGINEER AND BUILDING DEPARTMENT. IF A TRUSS IS DAMAGED DO NOT INSTALL IT. CONTACT THE BUILDER IMMEDIATELY FOR A REPLACEMENT TRUSS. 4. FRAMING CONNECTIONS SHALL BE "SIMPSON STRONG TIE" (OR) AN APPROVED EQUIVALENT. 5. PROVIDE ATTIC VENTILATION PER IRC R806.2. THE NET FREE VENTILATED AREA SHALL BE 1/300 FT2 PROVIDED THAT MIN. 40% AND MAX. 50% OF THE REQUIRED VENTILATION AREA SHALL BE A MINIMUM OF 3 FT. ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENTILATION SHALL BE PROVIDED AT THE EAVES. 6. PROVIDE A MIN. ROUGH OPENING 22"x30" ATTIC ACCESS PANEL WITH A TIGHT -FITTING / SELF - CLOSING DOOR. DOOR SHALL BE BACKED WITH INSULATION IF LOCATED ABOVE HEATED SPACE. VERIFY ACCESS LOCATION WITH OWNER AND PLANS. 7. SHEATH ROOF PER IBC CASE 1 (STAGGERED PANELS UNBLOCKED) FASTEN PANELS W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. DO NOT STAPLE. 8. UNLESS NOTED OTHERWISE, TOE -NAIL ALL GABLE END TRUSSES WITH (2) 10d NAILS @ 16" O.C. INTO TOP PLATES. 9. UNLESS NOTED OTHERWISE, TOE -NAIL EACH END OF TRUSS AT BEARING WALLS W/ (2) 10d NAILS AND FASTEN WITH TRUSS CLIPS PER PLAN. 10. ASPHALT SHINGLES MUST COMPLY WITH WIND SPEED SITE CONDITIONS AND BE SEALED IN ACCORDANCE WITH ASTM D 7158 OR UNSEALED IN ACCORDANCE WITH ASTM D 3161. IRC R905.2 11. MIN. 4" STEP FLASHING AT WALL / ROOF CONNECTIONS AND TURNED OUT AT THE BOTTOM TO DIRECT WATER AWAY FROM THE WALL. IRC R905.2.8.3 12. PROVIDE DRIP EDGE AT EAVES AND GABLES OF SHINGLED ROOFS. FOUNDATION & FLOOR FRAMING NOTES 1. ALL FOOTINGS SHALL BEAR ON STIFF, FIRM SOIL MEETING THE REQUIREMENTS OF DEFAULT SITE CLASS "D" PER IBC SECTION 1613.5.2. DESIGN IS BASED ON 1500 p.s.f. SOIL. CONTRACTOR MUST VERIFY W/ BUILDING DEPARTMENT THAT THESE CONDITIONS ARE MET PRIOR TO WORK. 2. ALL WOOD IN CONTACT WITH CONCRETE, OR SOIL SHALL BE 2x HEM -FIR #2 MIN. TREATED WITH AN APPROVED PRESERVATIVE AND HOT -DIPPED GALVANIZED CONNECTORS (OR) STANDARD HEM -FIR ON AN IMPERVIOUS MOISTURE BARRIER (IRC R317.1) (OR) BORATE TREATED HEM -FIR #2 MINIMUM. 3. PROVIDE APPROPRIATE BLOCK -OUTS IN FOOTINGS OR WALLS FOR PLUMBING & ELECTRICAL STUB -OUTS. 4. WHERE REQUIRED, USE A MIN. OF 3000 p.s.i. CONCRETE PER IRC TABLE R402.2, INCLUDING: FOUNDATION WALLS, PORCH AND GARAGE SLABS, STEPS, AND ALL OTHER AREAS THAT ARE EXPOSED TO THE WEATHER. MAXIMUM STRENGTH IS AT 28 DAYS. ALLOW ADEQUATE TIME FOR FOUNDATION TO SET BEFORE BACK FILLING. 5. FOUNDATION VENTS ARE TO BE INSTALLED AT 1/300 FT2 EVENLY PLACED TO PROVIDE CROSS VENTILATION EXCEPT THAT ONE SIDE IS PERMITTED TO HAVE NO OPENINGS. THE NET FREE AREA MAY BE REDUCED TO 1/1500 FT' IF GROUND SURFACE IS COVERED W/ 6 MIL. BLACK POLY SHEETING AND VENTS ARE PLACED TO PROVIDE CROSS VENTILATION OF THE SPACE. IRC R408.2 6. UNLESS NOTED OTHERWISE, 2x MUDSILL TO BE INSTALLED FLUSH WITH THE INSIDE FACE OF FOUNDATION WALL AT JOIST BEARING POINTS TO ACCEPT JOIST HANGERS. VERIFY THAT THE MUDSILL IS SQUARE:AT ALL CORNERS. 7. ATTACH THE MUDSILL TO THE FOUNDATION WITH 1/2"x10" ANCHOR BOLTS WITH NUT AND STANDARD WASHER @ 6 FT. O.C. AND WITHIN 12" OF EACH END OF THE PLATE SECTION. 7.1. IN SDC DO, D1, D2, USE 1/4"x3"x3" PLATE WASHER ON EACH BOLT. - 7.2. WHERE ANCHOR BOLTS ARE MISSED USE A 1/2"x 8" TITAN HD MECHANICAL ANCHOR BOLT. 8. REBAR IS REQUIRED IN SDC DO, D1, D2 PER IRC R403.1.3. A MIN. (1) #4 REBAR IN FOOTINGS. AND (1) #4 REBAR WITHIN 12" OF TOP OF WALL. 9. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY, BUT THE CONNECTION FROM THE FOUNDATION TO THE MUDSILL IS ENGINEERED FOR RESISTING LATERAL LOADS AS OUTLINED IN THE DESIGN CRITERIA ON SHEET "CS". LATERAL DESIGN CRITERIA AND MINIMUM SITE CONDITIONS INFORMATION OCCUPANCY CATEGORY II BASIC / ULTIMATE WIND SPEED (ASCE 7-10 95/120 WIND EXPOSURE FACTOR C MINIMUM WIND LOADS PSF 16/8 SEISMIC / WIND IMPORT. FACTOR I SEIS,MIIC' SE GROUP 1.0 SEISMIC OESIGN CATEGORY D2 *SHORT PERIOD ACCELERATION .973 DEFAULT SITE CLASS D MAXIMUM GROUND SNOW LOAD (PSF) 30 ROOF DEAD LOAD (PSF) 15 EXTERIOR WALL DEAD LOAD (PSF) 15 INTERIOR WALL DEAD LOAD (PSF) 10 MAXIMUM ROOF SLOPE 5/12 GENERAL STRUCTURAL NOTES: WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN BASE LOADS SET FORTH BY THE CRITERIA OPTIONS LISTED ABOVE. THE STRUCTURAL SYSTEM IS DESIGNED TO TRANSFER LOADS IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE (IBC) TO A PRESCRIPTIVE FOUNDATION. STRUCTURAL MEMBERS NOT A PART OF THE ENGINEERED STRUCTURAL SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CONVENTIONAL LIGHT -FRAME CONSTRUCTION REQUIREMENTS OF 2012 IRC. DOCUMENT SHEET INDEX CS COVER SHEET Al FIRST FLOOR PLAN A1-1 SECOND FLOOR PLAN A2 BUILDING SECTIONS A3 EXTERIOR ELEVATIONS A4 ARCHITECTURAL DETAILS A5 "" CABINET DETAILS A6 JALL FOUND. WHERE REQ'D 51r:. f FOUNDATION PLAN S2 SHEAR WALL PLAN S3 ROOF FRAMING PLAN S4 STRUCTURAL DETAILS S6 STRUCTURAL DETAILS DESIGN ENGINEER AT>! ABDELOUAHAB (Wahab) Abrous, Ph.D., P.E. HiLine Homes Inc. Design & Engineering Department NO Washington State License Number: 36110 Oregon State License Number: 81419PE Idaho State License Number: P-14132 PERIVi (253) 770-2244 x 2132 Alternate x 2129 wabrous@hilinehomes.com 10. FOOTINGS AND STEM WALLS SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE): O R RECTN 10.1. BELOW ONE STORY PORTIONS OF A BUILDINN 'l pyliAB ' 1 FOOTINGS = 12" WIDE. , w v4AS STEM WALLS = 6" THICK. L T R * 10.2. BELOW TWO STORY PORTIONS OF A BUILDING: w FOOTINGS = 15" WIDE STEM WALLS = 6" THICK 1 11. WHERE REQUIRED PER IRC R406.1, FOUNDATION �° WALLS SHALL BE DAMP PROOFED AROUND THE ■ ECEIVE �`•' ENTIRE PERIMETER USING A METHOD THAT IS q 36l l0 APPROVED BY THE BUILDING DEPARTMENT. DEC O2 204C1� Y•O REGI, 04 (2N1 TUKVVILA --_ 00 06 z ~ 00 fn 00 Jpoa,6 Z Q N 0 J��� z Q�g� Q ZW�p O z4Yv RI VIEVVE-D FOR O E COMPLIANCE PPROVED EC 2 3 2015 IFT- ity of Tukwila UI DINC�bI1�lON cd 11E_ 00 _r )' Epis i :'1tC t)A M 1216 2015 T QHENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 (CS f mm (CDPV PcrI ° K0a D16. OM- Pla f iJia3 v is SuNinci iu erit..'s r-':d Az,prova! r* :tifl`i:r, ;?otjn _ :3 #ha violatinn of L.riy edopted Gad,, , ., i of approved Mold Copy and condi tc tls i.:. acknow ed; e'. P: Dare: -S I� 2f;/(o City of T u � a BUILDING C IMSION REVISIONS E NO change sh -,a 1-,z r;^d�N to the scrape i i7i�_fl ® Mechanicei )qC',:c#rical ❑ Pl'umbing r-%p:fat it R1 � 6 37'-0" 26'-0" T-0" 12'-0" „ T-0„ 60 610 S.G.D. 60 50 HS S.G. in DINING. 0 `O x LL LIVING 5'-102 0 4'-6" 0 42 Y4" HALF — — — — D I WALL RANGE W/ HEN W v 2'-3" HOOD (VTO) N o 3,_52„ 12,$2 3'-6" 4'-1" N 0" T-0„ REF ��� o � 0 L — c6 20 11 �' II . NON-IHD I i_ (MTL. NON-INSUL.)I ® 24 `.-� • GAS FURNACE AND TER HEATER. v N LBOLLARD ai (�—i(DR. STOR. I I ��� SURFACE WARM WALL co :........... W/%2'G.W.B.WALLS &5/e L--------J io �' 2p G.W.B. TYPE X LID ENTRY GARAGE o, 18"x2 SOLID CORE 1%" MIN. io CRAW 2g W/ WEATHER STRIP 3oACC. --------------------- HB (2)16 FIX SHEETROCK AND I o I S.G. FIRE TAPE GARAGE I 3,_9„ 2'_9" 2,_9„ 3,_9" I I o I 16' X 7' OHD (MTL. NON-INSUL.) 4'-0" 16'-0" 4'-0" .2'-6" 8'-0" 2'-6" 24'-0" 37'-0" AREA SUMMARY MAIN FLOOR AREA 713 SQ. FT. UPPER FLOOR AREA 962 SQ. FT. TOTAL FLOOR AREA 1675 SQ. FT. GARAGE 480 SQ. FT. PORCH 68 SQ. FT. HB = HOSE BIB S.G. =SAFETY GLAZING FIRST FLOOR PLAN 1/8" = 1'-0" PROVIDE COMBUSTION AIR VENT OPENING THRU THE WALL WITHIN 12" OF THE CEILING AND HAVING A MIN. NET FREE AREA OF 1 SQ/IN PER 3000 BTU/H OF TOTAL INPUT RATING OF ALL APPLIANCES IN GARAGE A/C FAD _ J 0 N REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 3 2015 City of Tukwila BUILDING DIVISION cr- NOV 2 5 2015 PERMIT CENTEF ENERGY CREDITS TABLE R406.2: 1. EFFICIENT BUILDING ENVELOP 1A - PRESCRIPTIVE REQUIREMENTS (TABLE 4402.1.1) MODIFICATIONS: WINDOWS U=0.28, R-38 FLOOR INSULATION. 2. HIGH EFFICIENCY HVAC EQUIPMENT 3A - GAS PROPANE OR OIL -FIRED FURNACE W/ MIN. AFUE OF 95%. 3. EFFICIENT WATER HEATING 5A - GAS PROPANE OR OIL WATER HEATER WITH A MINIMUM EF OF 0.62. AND ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. °6 7 J rn Z Q N z Q_< ��6 Q z_ � p Oz-Yv QL J Orfo Z O LL HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1/15 JOB#: 10106162 Al 26'-0" 6'-6" 6-22' 2'-32' 5'_6" 6'_6„ 50 40 HS 50 40 HS A T of - N BDRM. 3 50 BDRM. 2 M 50 in 5'-11" 26 26 5H 2a ATT1C 5' TUB/ SHWR' b� ACC. 50 TH F `scrI�—IQ—J�I M_ N 36" BAq HALF-) cl VZQI WALL � c� N 5' TUB/ I I R & ° SHWR. I I WIC I 5'-9" 4'-1" �I _ 2a 2a CC M Zn 2 3'-61" 3'-82" N CO, FLEX =� � MASTER 26 SUITE 50 40 HS FUR OUT WALL TO MATCH m I L— — — — ----� (2) 30 50 SH 6'-6" 6-6" 2'-6" 2'-3" T-6" 2'-3" 2'_6" 13'-0" 13'-0" 26'-0" SECOND FLOOR PLAN 1/8" = 1'-0" N io SHORTEN STUDS FOR BEAM BELOW 0 MAINTAIN MIN. 24" FLOOR TO BOTTOM OF WINDOW OPENING to E od 1? E W d= E` 11%" I -JOISTS @ or 4 � o 19.2" O.C. START mi �_ POINT ,_ D 2 n li I 3 O 2'-0" OFFSET RANGE HOOD VENT- CUT THRU JOISTS 6Y2 0 MAX 11 W I -JOISTS 16" O.C. TJI 360 HOLE A DISTANCE OF 4'-6" MIN FROM BEARING OR EQUAL � END (MAINTAIN T MIN. -- I— I CLEAR FROM WINDOW). r n V co od TRIPLE LLdI Z U) STUDS SHEAR 4 —� O Z Q N TRANSFER Srj T. S NO co z J r _ I Q Zf/j o U FACE I,I I' O Z Y MOUNT —,�-- �� ( = QL H HANGER J I I I I J REVIEWED FOR I m -------J �- CODE COMPLIANCE " APPROVED 2'-0" I' OFFSET io I' f DEC 2 � 2015 00 ; ------7 r--------- r _ I BEAM BOTTO(YI J u� CANTILEVER JOISTS SECOND FLOOR FRAMING PLAN 1 /8" = 1'-0" = INTERIOR LOAD BEARING WALL TOP PLATES FLUSH W/F TOP 1,rI�I of Tukwila EXTENDS INTO BUILDING DIVISION 0 UPPER FLOOf J I I I Z ^ L.L G.L.B. ILA LU NOV 2 5 2015 Cn PERN1ETi CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 ATTIC ROOF VENT JACKS: 64 SQ. INCH EACH. TO BE INSTALLED AT 1 FT. FROM THE RIDGE. (OPTIONAL RIDGE VENT PER CONTRACT) TYPICAL EXTERIOR WALL: - 2x6 TOP PLATES, 2x6 STUDS @ 16" O.C., 2x6 BOTTOM PLATE, �Ijs" OSB SHEATHING. WRAP HOUSE WITH AN APPROVED WATER RESISTANT BARRIER (R703.2) I� TYPICAL FOUNDATION S6 MFG. PRE-ENGINEERED ROOF TRUSSES @ 24" O.C. 11 %" I -JOISTS @ 16" O.C. G.W.B. (OR) Y2" SAG RESISTANT (TABLE R702.3.5) TYPICAL INTERIOR WALL: (2) 2x4 TOP PLATES, 2x4 STUDS @ 19.2" O.C. W/ Y2" G.W.B. EA. SIDE, 2x4 BOTTOM PLATE %" T & G SUB -FLOORING. APA RATED 48124 GLUED & NAILED TYPICAL SECTION A -A 9 Y2" I -JOISTS @ 19.2" O.C. INSULATION BAFFLE (1" AIRSPACE) R49 INSULATION "SIMPSON" HURRICANE TIES — H-2.5A UP TO 535# UPLIFT, H-10A UP TO 1015# UPLIFT. R-23 INSULATION W/ VAPOR - BARRIER PAINT OVER SHEET ROCK NECTION R-21 INSULATION W/ VAPOR BARRIER PAINT OVER SHEE R-30 FLOOR INSULATION BLACK 6 MIL. POLY VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE. 1/4" = 1'-0" HANDRAIL 42' MAX. 14, 2„ RISER 0 OW ao M lL 00 F- w 42" MAX. 27" MIN. M O z PROJECTION 36" MIN. TYPICAL HANDRAIL DIMENSIONS MIN. ROOF MATERIALS: COMPOSITON SHINGLES CLASS 'B' 15 # FELT OVER APA RATED 24/0 SHEATHING. 2x VENT BLOCK TYPICAL A4 EAVE END ROOF SHEATHING REQUIREMENTS Ground snow load MAX. 40 psf I MAX. 70 psf Beyond 70 psf 7/16" O.S.B. 15/32" O.S.B. 1 5/8" O.S.B. NOTE: HALF WALL OR SOLID WALL STAIRWAYS SIMILAR. PROVIDE HANDRAIL MIN. (1) SIDE. MIN. CLEAR WIDTH AT AND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL BE 3112" MIN. 27" WHERE HANDRAILS ARE PROVIDED ON BOTH SIDES NOTE: PROVIDE THE FOLLOWING CLEAR DIMENSIONS: HEADROOM 6-8" MIN. TREAD WIDTH 36" MIN. HANDRAIL HEIGHT BETWEEN 34% 38" RISE 74" MAX. RUN 10" MIN. PROVIDE HANDRAILS ON ALL STAIRS W/ (3) OR MORE RISERS. A SINGLE HANDRAIL IS ACCEPTABLE WHEN STAIRWAYS ARE LESS THAN 44" WIDE. HANDRAIL SHALL BE 1 1/2"-2" ROUND11R_Ef1_GRI2P A, r' + ¢*fir APPROVED DEC 2 3 2015 0'-101 , City of Tukwila MAX. VARI E e" FOR RS g ILDING DIVISI NOV 252 5 TIMBER 1�2/ nn'' mn� // 2X8LEDGERRERMIT CEIv ER STAIR DETAILS NTS 1/2" SHEETROCK (3) 2x12 STRINGERS 2x4 BLOCKING FIRE BLOCKING 2x4 WALL NOTE: PROVIDE LIGHTING PER R303.6 AT TOP AND BOTTOM OF STAIRWAY ACCESS W/ SWITCHES AT BOTH LOCATIONS W/ OUT TRAVERSING ANY STEPS. 07 E od q E 1 W max° E o= m� CN J t V 00 06 z l._ 00 J Oo�°' 5ZQN J L"q, 3: 6 00 az`�g� Oz4Yv 2 QU-) J V Z 0 vie VJ Z O F_ U 'LU V ) HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 A2 RIDGE VENTING WEST ELEVATION 1/8" = 1'-0" E1711 [Ell] NORTH ELEVATION 1/8" = 1'-0" LP T BELOW SITE ADDRESS: 13350 56TH AVE. S. TUKWILA, WA 98178 2x6 BARGE BD. W/ METAL DRIP EDGE POST & BEAM - WRAPPED W/ FIBER CEMENT SIDING NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROAD (OWNER RESPONSIBILITY) 5/4 x 6 FASCIA BD. .5/4 x 4 CORNER TRIM CEMENT LAP SIDING FINISHED GRADE BY OWNER SHALL SLOPE AWAY FROM BUILDING 6" IN 10'-0" MIN. 5/4x4 WINDOW TRIM RIDGE VENTING __ __ _ ■■■■■■■■ = • SOUTH ELEVATION FIBERGLASS COMP. SHINGLES CLASS "B" MIN. RIDGE VENTING--\ REWEtWED FOR CODE COVIIPLIANC APPROVED DEC 2 2015 \ ......... . . ...... .... :7 .. . ....... .. ............. .. . ..... ... . . City of Tukwila i..DING DIVISI rn� EAST ELEVATION 1/8" = 1'-0" PE�NIIT' C E N E4 NOTE: EXTERIOR APPEARANCE WILL VARY BY SIDING CHOICE, MATERIAL AVAILABILITY AND BUILDER DISCRETION. J t ._ rn i—❑1=a Q 06 zLU N 00 Zrn CD J�N � O z Q�g00 Q z `r o) 0 0z�Yv = QL J HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 (A3 MFR. TRUSSES @ 24" O.C. 2x VENT BLOCKING W/ BORED HOLES - & INSECT SCREENS. NAIL W/ 8d NAILS @6" O.C. THROUGH ROOF SHEATHING. TOE -NAIL BLOCKING TO EACH TRUSS W/(1) 10d NAILS EA. END OF BLOCK. FASTEN BLOCKING TO TOP PLATE W/ "SIMPSON" RBC CLIPS @24" O.C. FILL ALL NAIL HOLES. SIMPSON "H" CLIPS PER S3 SHEET. FILL ALL NAIL HOLES. 2x6 TOP PLATE V-4" TRUSS TAILS EAVE END DETAIL TYPICAL NTS FULLY INSULATED CORNER 2x4 DRYWALL — BACKER OR CLIPS 2x6 STUDS @ 16" O.C. EXTERIOR WALLS 4 EXT. CORNER DETAIL TYPICAL NTS zxn UUUt5L PLATE R-10 RIGID INSUL. 2x NAILER DRYWALL EXT. SHEATHING 4x HEADEF U.N.O. 5 INSUL. HEADER DETAIL TYPICAL NTS INSULATION CONT BEHIND "T" WALLS 2x4 STUD (INTERIC WALL) 2x6 DRYWALL BAC 2x6 STUDS @ 16" ( EXTERIOR WALLS (: 2 INTERIOR WALL DETAIL TYPICAL NTS 2x6 DOUBLE TOP PLATE INSULATION 2x6 VERTICAL — 2x6 FLAT DRYWALL EXT. SHEATHING 6 GABLE END HEADER DETAIL TYPICAL NTS Lr�JOISTS @ 19.2" O.C. U.N.O. CONTINUOUS NAIL PLATES 2x4 PLATES TOGETHER W/ 10d NAILS @ 8" O.C. BUILT —� �PONY\A HEADER NAIL PLATES TOGETHER W/10d Z NAILS @ 8" O.C. io TRIMMER 2'-0" MIN. FOOTING 3 CRAWL ACCESS DETA�TLs TYPICAL REVfEWED FOR CODE COMPLIANCE APPROVED DEC 2 3 2015 G1ty Of Tukwila BUILDING DIVISION NOV 2 5 2015 PERMIT CENTER V co 06 Z H" co rn rn J Z Q N JC�� z Q�g00 Q z� rn Oz4Y0 � J J J U Q W I— W = 0 0 Q HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 2'-0" 4'-6" 1'4" 1'-3" 1'-0" 4'-0" 9" 2'-0" 3'-0" 1'-0" 1'-0" 2'-0" KITCHEN 3 KITCHEN 2 NTS NTS 000 4'-0" BATH 6 NTS NOTES: 1. CABINETMAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE. 2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE CABINET DESIGN. ACTUAL CABINET UNITS MAY VARY PER CABINET MAKER. 3. FOR 9' CEILING OPTION - ADD 6" OF HEIGHT TO UPPER CABINETS. ['o FILLER 1'-0" V-3" „ 2'-0" 2'-6" i, 2'-0" L, 3'-0" 2'-0" 1 V-0" [ 1'-3" [ 2'-6" 2'-0" 3'-02-1" 2'-3" V-3" 2'-3" MSTR. BATH 5 NTS KITCHEN NTS (D 0 in S K B E 2'-6" POWDER 4 NTS KhVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 3 2015 City of Tukwila BUILDING DIVISION NOV 2 5 2015 PERMIT CENTER 0] E o ;, �? E W �x G C (o CN J_ t 1= ❑ a 2 V -0 o6 J� 0� L U) � 5 Z Q N JN3:6 Q z U) orn O z 'r 2QL� J W J z Q m F-- Q W U in HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 (A5 ATTACH MAIN LEVEL FRAMING TO FOUNDATION W/Y2" x 7" HILTI QB-TZ ATTACHED TO AY2" COUPLING, ATTACHED TO AY2" THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO A "SIMPSON" LTT20B HOLDOWN ATTACHED TO MAIN FLOOR FRAMING PER MFR. INSTRUCTIONS. USE A 2" WASHER AND Y2' NUT. DETAIL A P1CTAII R ATTACH O.S.B. SHEA TO TOP PLATE W/ 8d PER SHEARWALL PU NAILING. NAIL TOP PI TOGETHER W/ 10d N/ 12" O.C. SPLICES ARE A MIN. OF 48" ATTACI 10d NAILS @ 6" O.C. SHEATHING LAPS TO PLATE ATTACH O.S.B. SHEA MUDSILL W/ 8d NAILS SHEARWALL PLAN N, ATTACH MUDSILL TO FOUNDATION WITH Y2' ANCHOR BOLTS SPAC PER PLAN. SEE SHEE' "FOUNDATION & FLOC FRAMING NOTES". NOTE: 1. FOR SEISMIC DESIGN AREAS DO, D1 AND D2,WHERE UNBALANCED BACKFILL DOES NOT EXCEED 4'-0" AND FOUNDATION WALL DOES NOT EXCEED 4'-6" IN HEIGHT, FOUNDATION WALL IS PERMITTED TO BE 6" THICK W/ (1) #4 CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL. (§ R404.1.4.2, EXCEPTION 3.) 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING WALL. 3. FOUNDATION SUB -CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH CONTRACTOR AND BUILDING DEPARTMENT. ATTACH UPPER WALL FRAMING TO LOWER WALL 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS FRAMING W/ "SIMPSON" CS14 AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A STRAP (U.N.O. ON SHEET S2). CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE ATTACH SHEATHING EDGES FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" AT SOLE PLATE AND TOP COUPLER ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT. CONNECT TO PLATES W/ 8d NAILS @ 4" O.C. MAIN LEVEL WALL BOTTOM PLATE WITH A "SIMPSON" LTT20B HOLDOWN (SEE DETAIL "A"). WHEN A RIM BOARD IS USED, ATTACH WALL ABOVE AND BELOW WITH "SIMPSON" CS14 STRAP, U.N.O. ON SHEET S2 (SEE DETAIL "B"). 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL CONNECTION IS ENGINEERED. WHERE 1/2" ANCHOR BOLTS ARE MISSED PER PLAN THEN A REPLACEMENT IS ALLOWED PER SHEET CS "FOUNDATION & FLOOR FRAMING NOTES". THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING TOE -NAIL RIMBOARD W/ CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET IN HEIGHT. 10d NAILS @ 12" O.C. U.N.O. �".��1/i�1�fiJ■ � 515 iA Pi' V 00 06 z �_ 00 U) - W000,°' —nZQN J��� Qz`�g00 °D O zco �Y� Qu-) J z U) O J Q z W � D O 0/ LL J w J = U) HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 _ "SIMPSON" STHD14 HOLDOWN SEE DETAIL 3 ON SHEET S5. (TOTAL = 4) 1 (_ "SIMPSON" STHD10 HOLDOWN SEE 2 DETAIL 5 ON SHEET S5. (TOTAL = 4) SIM ON" STHD14 OWN SEE '%0%DETyL 4 ON SHEET S5.(TOTAL = 8) 3 16" x 8" SCREENED - FOUNDATION VENT TYPICAL NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece M tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) "SIMPSON" ABX44 CONN OR OR EQUIVALENT I AL PE FR. INSTRUCTIONS. A CH TO C1S4LC.F PIER PER PLAN W/ 5/8" x 6" "SIMPSC TITEN HD OR EQUIVALENT. 4x4 POST TO PIER CONN. SIMPSON ABU44 W/ TITEN NTS TO CONN. M Cl) co 26-11" 13'-44" 3* ION S6 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE. LAP 36-11 " 12'-61" STOOP BY OWNER MAX.73/"RISE, 3 MIN. 36"SQUARE (IRC, R311.3) — — — — —�, 12" TYP: L — 2 TYPICAL .._PONYWALL...................... II TOP FLANGE JOIST HANGER.-MUDSILL ANCHOR 13OLTS @ 48" O.C...ON-THIS WALL 1 T-8" 2 `1 -$ 2 BLOCKOUTFOR ELECTRIC IDENTliFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. 1 PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the START POINT building nearest the property line and not necessarily 9 Yz" I -JOIST measured from the exterior foundation. @ 19.2" O.C. T� 15" TYP 2 STRY I I V-11" T-3" ROUGH OPEN. IN .. , .... FURNACE J I I 18 x24 CRAWL 'I ACCESS W/ TIGHT - --I.. C4" CONC. SLAB ON 2' 8z"I I FITTING INSUL. I COMPACTED GRAVEL I ' DOOR FILL. SLOPE SLAB DN. 2'-9," I. 2" TO DOOR. co/ 24"Ox12"CONC. PIER W/ POS. CONN. VOFFSET STOOP BY OWNER 8" THICK 3 3 MAX. 7 Y4" RISE, 3 3STEM WALL MIN. 36" SQUARE .4"x24N12" (IRC, R311.3) �ONCRETE FTG. 1'-10" 1/ �1 1' 1111 16'-3" 2'-6" 7,-8z„ �2'-Q-' 3'-10" ROUGH OPEN. 3'-10" 13'-0" 23'-11" FOUNDATION PLAN 1/8" = 1'-0" 36-11" F_ 7M A/C FAD L J N NOTE: SET GARAGE FLOOR SLAB SUFFICIENT DISTANCE BELOW HOUSE FLOOR LEVEL TO ALLOW FIT FOR 18" DEEP DOOR HEADER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 3 2015 City of Tukwila BUILDING DIVISION L I NOV 2 5 2015 PERMIT CENTER - -•�. �e-L--1 --- o0 36110 ©JL� REGISTriT"�Cy:.� "tONf�.L _�<.,"' V w 06 2_ W Z U) Jz<N 0 04 O LO Z Q g °° Q Z�p O Z 'I— 00 2 Q'n J Z O C J Z Z) O LL HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 S1 v co U In E 0 C? E GENERAL LATERAL NOTES , W _ E` 3 2 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE =o 4" EDGE NAILING GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2 o 3 3 2. O.S.B. WALL SHEATHING 7/16" MINIMUM ONLY FOR EXTERIOR mi N - SHEARWALLS. NAIL SHEARWALLS PER EXTERIOR SHEARWALL 1= O -c DETAIL 1 ON SHEET S4 U.N.O. v 3. NAIL ALL TOP PLATES TOGETHER WITH 10d NAILS @ 12" O.C. AND I N M AT SPLICES W/ 10d NAILS @ 5" O.C. ON FIRST FLOOR, 6" O.C. ON A _ —J L— _ A SECOND FLOOR. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d DINING NAILS EACH STUD BAY. 4. FASTEN ALL O.S.B. SHEARWALLS W/ 8d NAILS @ 6" O.C. EDGEAND 12" O.C. FIELD. U.N.O. AT GARAGE PORTALS: FASTEN ALL OS � LIVING SHEARWALLS W/8d NAILS @ 4" O.C. EDGE AND 12" O.C. FIEL REWE�AV ED :OR co U.N.O. CODE COMP IANCI= — I I'' 5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED TOTt k APPROVED � F- co ITCH E - MUDSILL ON THE PONY WALLS PER SHEARWALL DETAILS, I ; w m m ® PONYWALL STUDS MAY BE OFFSET TO ALIGN W! ONE EDGE WHEN DEC 2 3 2 15 —' z < a A 2x6 MUDSILL IS USED. THIS WILL ALLOW FOR THE REQUIRED,- �n 04 ' OSB ON 5 MUDSILL ATTACHMENT. SEE PLANS FOR THIS REQUIREMENTq v � Lo GARAGE SIDE Srj z :5°° a co -��— —� N City ofTu rila O00 j L _J B3UILDING DI SIC�V F- - — — — — — I-L-r�-- 2 2 L--------JAA •i; ENTRY GARAGE J . a 3g110 M r--------------------� O REGI51`��' G � Z I I �SIONAy� �/ 4" EDGE a NAILING a ^ Ljj LEGEND C : SHEARWALL SEGMENT NOV 2 5 2015 1 1 I 1 = ATTACH MAIN FLOOR TO UPPER 4" EDGE NAILING SEOE OR DETAIIL 4 ON SHEET S4. ( llVllT C. E N I L R 1 v = 8) END LENGTH = 16". HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 _ "SIMPSON" STHD14 HOLD DOWN SEE (253) 770-2244 ext. 129 DETAIL 3 ON SHEET S5. (TOTAL = 4) 1 PLAN: 1675 DATE: 10/1 /15 _ "SIMPSON" STHD10 HOLD DOWN SEE JOB#: 10106162 DETAIL 5 ON SHEET S5. (TOTAL = 4) 2 _ "SIMPSON" STHD14 HOLD DOWN SEE SHEAR WALL PLAN 3 DETAIL 4 ON SHEET S5. (TOTAL = 8) 2 1/8" = 1'-0" 2x4 LOOK- OUTS @ 48" O.C.-TYP. DBLSTUDS "SIMPSON" LGT-2 TIE DOWN "SIMPSON" HURRICANE TIES H-2.5A UP TO 535# UPLIFT, H-10A UP TO 1015# UPLIFT. "SIMPSON" LGT-2� '_ TIE DOWN rh PLAIN LP SHEATHING TYP. 4x4 POST W/ POSITIVE CONNECTION LEGEND ROOF VENTS TO BE V FROM THE RIDGE. O = CUT OUT FOR VENTING. SEE PLAN FOR HOLE SIZE. GUTTER DOWNSPOUT LOCATION P.E. MON T ES@24" O.C. = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET ROCK ATTACH. ATTACH STUDS TO TRUSS BOTTOM CHORD W/ (2) 10d NAILS AT EA. FRAMED UP STUD. = 38 IN' (NFA) ROOF VENT PLACED 1 FT. FROM RIDGE. PL O ~ mW w _ r4 cn 7:12 j _. _as�r----�� LL D w I a L— I - I I — I DBL STUDS "SIMPSON" LGT-2 TIE DOWN LB.C. CASE 1 ROOF SHEATHING LAYOUT --- r C- o — 4x10 D.F. #2 I I I I I I I I -- -- _ — -- - —PLY $ (31 ER TRUSS — L------'--� DBL STUDS "SIMPSON" LGT-2 - - z — - TIE DOWN IMONO LL TRUSSES \O > - -- _ @24" O.C. — - w - ------� O 7:12 LL LL 0 0 v v ROOF TRUSSES, 24" O.C. ROOF FRAMING PLAN 1/8" = 1'-0" In E 0 �? E w w= E` o= d o J t 00 06 Z 00 I.- N 00 LLJ 0*)Z 00 rn J Q N CD J�3:6 Z z`�g00 °� Q CD ATTIC VENTILATION: _ EAVE VENTS = (3) 2.125"0 HOLES PER BLOCK 8.51 � I!NIF �NED F _ R v z e0 Y v Q RIDGE VENT ("LOMANCO" LOR9-4) = 11 IN2 / FT( J ROOF VENT (RV038) = 38 IN2 / VENT ^�'�� '®���oLv� SCE TOTAL ATTIC AREA= 970 Ff = 139,q��JN 'k' E1 - E� TOTAL VENTILATION REQUIRED (Y3oo)= 465 INx - = NS DEC 2 3 201 TOTAL EAVE VENT - 49 BLOCKS 417 I f � TOTAL RIDGE VENT = 52 FT. = 1871 NI TOTAL ROOF VENT = 8 VENTS = 304 1 2 I ,, V Iz TOTAL VENTILATION PROVIDED = 908 I11' _ (3f�(y Of 'rt:!��t�,FtE L3UOLL)&N1C4 LI�'V, OK �^ Z AtA LL MY252015 L � PERMIT CENTER O ry c _v � A54M`„ HILINE HOMES 36110�, Je <.r44J 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 JULIU MLUUMIINU H I 6CHt(IINV NU I NAIL TOP PLATES —�_ REQUIRED WHEN JOISTS ARE TOGETHER W/ 10d HUNG ON THE MUDSILL U.N.O. NAILS @ 12" O.C. TT-- I•I �•I DOUBLE TOP PLATES FLOOR JOIST BIRD BLOCKING. (OR) I W/ A MINIMUM 48" CONT. BLOCKING. NAIL LAP AT SPLICES. THROUGH ROOF I I I I I 2X4 WALL @ 19.2" ATTACH JOISTS TO TOP O.C. STUDS DIRECLTY PLATES W/ (2) 10d NAILS AT SHEATH. W/ Sd NAILS @ 6" O.C. BELOW JOISTS TYP. EA. BEARING POINT TYP. TH NY 7 I I I WALLS ATINTERIOR 2x TREATED PLATE (OR) NAIL MIN. /s" WALL 2x PLATE OVER VAPOR SHEATHING W/ 8d COMMON SHEAR WALLS ONLY BARRIER NAILS @ 6" O.C. EDGE AND I I 12"x6" CONTIN. Yz" ANCHOR BOLTS @ 12" O.C. FIELD (U.N.O. ON FOOTING. 6' O.C. W/ 3"x3"xY4" S2 SHEET) WASHER U.N.O. 2xSTUDS @ (:2).PONY WALL DETAIL 16" O.C. I I TYPICAL NTS FASTEN BLOCKING TO TOP BOTTOM PLATE I ( PLATE W/ "SIMPSON" RBC O.S.B. CLIPS @24" O.C. FILL ALL 2x MUDSILL STOOD I NAIL HOLES. UPRIGHT 2x VENT BLOCKING W/ BORED HOLES () 2 10d NAILS EACH I ]BLOCKED & INSECT SCREENS. NAIL 8d NAILS @ I• 6" O.C. THROUGH ROOF SHEATHING - STUD BAY OCKED TOE -NAIL BLOCKING TO EACH i i IEND OF BLOCK. NAILS EA. , ENGINEERED I• �� I CONNECTION FROM MUDSILL TO ° ° �L'/ FOUNDATION. SEE PRESCRIPTIVE CONNECTION DETAILS ON S4 FOUNDATION EXTERIOR SHEARWALL IN- LAP OP PLATES ATTACH W/ 0/d NAILS 12" O.C. NAILS 1 OVER PRESCRIPTIVE FOUNDATION WALL NTS L ATPLAPSLY AND AT 6" O.C. TYP. WALL SHEATHING: — SHEATH W/ MIN. 7/16" O.S.B. ATTACH TO WALL STUDS STOOD UPRIGHT OR BLOCKED W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. SHEATHING MUST BE ATTACHED TO MUDSILL. SEE S2 SHEET FOR ADDITIONAL REQUIREMETS. THIS SPACE INTENTIONALLY LEFT BLANK LAP WALL SHEATHING AT — PLATES. LOCATION MAY VARY DEPENDENG ON WALL HEIGHTS. ATTACH WALL SHEATHING AT BOTH THE TOP OF THE MAIN LEVEL WALL AND THE BOTTOM OF THE UPPER LEVEL WALL. HOLDOWN CONNECTIONS MAY BE REQUIRED. SEE THE S2 SHEET FOR TYPE AND LOCATION. i ENGINEERED — CONNECTION - SEE FOUNDATION DETAIL. BATTEN INSULATION BOARD W/ 1"AIR SPACE FOR VENTILATION. "SIMPSON TRUSS CLIPS PER S3 SHEET. FILL ALL NAIL HOLES. BEND TO CLEAR BOTTOM CHORD. (WHERE REOUIRED AT VAULTS) (2) 10d NAILS EA. STUD 3 r BAY INTO RIM BOARD z wLL TOE -NAIL RIMBOARD TO TOP PLATES W/ 10d NAILS @ IT O.C. OSB TO LAP AT TOP PLATE 10d NAILS @ IT O.C. INTO TOP PLATES 8d NAILS @ 4" O.C. 3 FRAMING DETAIL FLOOR TO FLOOR CONN. NTS EXTERIOR WALL \ STUDS @ 16" O.C. (2) 2X6 TOP PLATES W/ ATTACH BOTTOM PLATE MIN. 48" LAP. ATTACH W/ W/ 10d NAILS @ 8" O.C. 10d NAILS @ 12" O.C. TYPICALLY AND AT 6" O.C. AT LAPS. - 11 %" MANUFACTURED "I" TYP. WALL SHEATHING: — JOISTS AND RIM JOISTS UNLESS NOTED OTHERWISE, PER PLAN. SHEATH BOTH SIDES W/ MIN. 1/2" G.W.B. ATTACH TO WALL STUDS STOOD UPRIGHT OR BLOCKED W/ TYPE S OR ATTACH ALL BOTTOM TYPE W DRYWALL SCREWS PLATES W/ 10d NAILS @ 4" EDGE AND 4" FIELD. @ 8" O.C. FIRE TAPE ALL SEAMS. SEE - FLOOR SYSTEM: THE S2 SHEET FOR 3/4" MIN. T&G SUBFLOOR ADDTIONAL REQUIREMENTS. GLUED AND NAILED TO JOIST W/ 8d @ 6" O.C. EDGE & O.C. FIELD. HOEDOWN FLOOR JOISTS PER PLAN CONNECTIONS MAY BE @ 19.2" O.C. REQUIRED. SEE THE S2 SHEET FOR TYPE AND LOCATION. -INSULATION PER ATTACH G.W.B. THE A2 SHEET. SHEATHING TO BOTTOM PLATE AND MUDSILL W/ - --- -- --• --- - - TYPE S OR W SCREWS (V 4" O.C. EDGE AND 4" O.C1 FIELD. t_ GARAGE SLAB �-- SEE HOUSE I FOUNDATION ENGINEERED _ CONNECTION- ( DETAIL FOR SIZE SEE FOUNDATION ( AND REBAR _ DETAIL. REQUIREMENTS. EXTERIOR WALL FRAMING 5 TYPICAL WALL FRAMING SECTION NTS JOISTS HUNG TO FOUNDATION WALL DIAPHRAGM CONNECTION DETAIL PER PLAN EXTERIOR WALL STUDS @ 16" O.C. INSULATION PER THE A2 SHEET FLOOR SYSTEM: 3/4" MIN. T&G SUBFLOOR GLUED AND NAILED TO JOIST W/ 8d @ 6" O.C. EDGE & 12" O.C. FIELD. FLOOR JOISTS PER PLAN @ 19.2" O.C. SEE GARAGE FOUNDATION DETAIL FOR SIZE AND REBAR REQUIREMENTS. GARAGE FIRE WALL FRAMING V GARAGE / HOUSE SEPARATION WALL NTS JOISTS HUNG TO FOUNDATION WALL 3 pr zS wU, ATTACH MAIN FLOOR TO UPPER FLOOR W/"SIMPSON" CS14 STRAP PER MANUFACTURER INSTRUCTIONS. FILL ALL . HOLES. NOTE: SEE SHEET S2 FOR END LENGTH REQUIREMENTS 4 CONNECTION DETAIL CS14 STRAPS FLOOR TO FLOOR CONN. NTS REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 3 2015 City of Tukwila BUILDING DIVISION o_ L—/�— ALA NOV 25215 2x MUDS �O, AYgNG OVER FOUN(D� SHEATV APPROHING TOU�W/ i R NAILS @ 6" O.C. (U.N.O. ON S2 SHEET). ENGINEERED CONNECTION- ATTACH MUDSILL W/ 1/2"x10" ANCHOR BOLT WI STD. WASHER @ 6 FT O.C. UNO ON S1 SHEET. +� (IN SDC DO, D1, D2 USE 114"x3.0" PLATE WASHER). EMBED BOLT A MINIMUM 7 • INCHES (DO NOT COUNTERSINK.) III SILL CONNECTION 7 HUNG JOIST NTS J t ��01=a � 0 00 oZ U)00 � O0°,�' Z Q N J No Q z`�g°' O Z4�� = QU HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1/15 JOB#: 10106162 S4 THIS SPACE INTENTIONALLY LEFT BLANK BIRD BLOCKING OR TRUSS CONTINUOUS BOTTOM CHORD. ATTACH W/ 10d NAILS @ 12" O.C. BOTTOM CHORD. NAIL (OR) SOLID BLOCKING W/ 8d NAILS THROUGH ROOF SHEATH. W/ 8d NAILS @ 6" O.C. AT _ _ •_ I THROUGH ROOF SHEATHING @ 6" O.C. WHEN AT EAVES. I EAVE ENDS I I I III I GARAGE HEADER W/ MIN. 6" BEARING I I III° NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. U.N.O. I NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. U.N.O. III. WINDOW OR DOOR HEADER .IIIII NAIL W/ 8d COMMON NAILS @ 4" I I NAIL W/ 8d COMMON NAILS @ 6" .III O.C. EDGE AND 12" O.C. FIELD I O.C. EDGE AND 12" O.C. FIELD (U.N.0. ON S2 SHEET) IIIII I°I (U.N.O. ON S2 SHEET) 2x STUDS @ 16" O.C. I I I III° 2x STUDS @ 16" O.C. (2) 10d NAILS EA. STUD BAY III SHEATHING TO I MUDSILL AND BOTTOM I I O.S.B. III• VERTICALATTACH I°IBLOCKED I. I I PANELS (2) 10d NAILS EA. STUD BAY PLATES W/ 8d NAILS @ 4" O.C. I I I "SIMPSON" STHD14 HOLDDOWN. ATTACH PER MFR. SPECS. "SIMPSON" STHD14 HOLDOWN ATTACH PER MFR. SPECS. P.T. MUDSILL Y2"x10" ANCHOR BOLTS W/ Y4" x 3" WASHER #4 HORIZONTAL REBAR (:3SIHEARWALL DETAIL SIMPSON STHD14 AT GARAGE NTS THIS SPACE INTENTIONALLY LEFT BLANK P.T. MUDSILL 0 ' Y2"x10" ANCHOR BOLTS 1 0 L _ _ —_--_— W/Y4"x3"WASHER #4 HORIZONTAL REBAR z (:4)SHIEARWALL DETAIL SIMPSON STHD14 NTS (2) 10d NAILS — EA. STUD BAY 2nd FLOOR FRAMING NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. O.S.B. (GARAGE SIDE OF WALL) ATTACH W/ 8d NAILS @ 6" EDGE & 12" FIELD. (U.N.O. ON S2 SHEET) 2x STUDU @ O. BOTTTT OME STHD14 HOEDOWN — ATTACH PER MANUF. y SPECS. 2x MUDSILL (2) 10d NAILS EA. STUD BAY ENGINEERED CONNECTION FROM _ MUDSILL TO SOLID BLOCKING BETWEEN FL JOISTS -NAIL FLOOR SHEATHIP BLOCKING W/ 8d NAILS @ 6" O BLOCKING TO TOP PLATES W/ 10d NAILS EACH JOIST BAY _ _ f e-2-f — TO REVIEWED FOR CODE COMPLIAW APPROVED DEC 2 3 2015 J mm01=a (D 00 ZF-: �2 CO J rn Q z 00 C/) O Z cr 00 QU.) J SOLID BLOCKING O City/ of Tukwila RIM JOIST IN DIVISION �_.] — co T _j N-- �OV 2 5 2015 W 0 PEI�1 1ET CENTER cn I V __J1L� O.S.B. STOOD U (OR) K OCK — — FOUNDATION. SEE • \1I 101. PRESCRIPTIVE FOUNDATION CONNECTION Lou DETAILS ON S4 5 SHEARWALL DETAIL YOVER FOUNDATION WALL - STHD14 NTS HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 1675 DATE: 10/1 /15 JOB#: 10106162 S5 El ATTACHMENT PER SHEARWALL DETAILS ENGINEERED CONNECTION - ATTACH MUDSILL W/ 1/2"x10" ANCHOR BOLT W/ STD. WASHER @ 6 FT O.C. UNO ON S2 SHEET. (IN SDC DO, D1, D2 USE 1/4"x3"x3" PLATE WASHER). EMBED z BOLT A MINIMUM 7 INCHES (DO NOT co COUNTERSINK.) zo USE (1) #4 CONT. _ REBAR _ i IN FOOTING DRAINAGE SYSTEM — i\\/WHERE REQUIRED PER \LOCAL CODES. (HOME OWNERS RESPONSIBILITY) 1'-4" FLOOR SYSTEM: 3/4" MIN. T&G SUBFLOOR GLUED AND NAILED TO JOIST w/ 8d @ 6" O.C. EDGE & 12" O.C. FIELD. FLOOR JOISTS PER PLAN @ 19.2" O.C. HUNG W/ TOP FLANGE JOIST HANGERS. 2x BORATE TREATED MUDSILL (OR) 2X PRESSURE TREATED REBAR REQUIREMENTS: USE (1) #4 HORIZ. BAR WITHIN 12" OF TOP OF STEM WALL. WHERE A CONSTRUCTION JOINT EXISTS USE (1) #4 VERT. REBAR @ 48" W/ STANDARD HOOK. EXTEND 14" MIN. INTO STEM WALL. (IRC R403.1.3) 6 MIL POLY VAPOR BARRIER. PLACE THROUGHOUT CRAWL SPACE. LAP SEAMS 12" AND EXTEND 12" UP WALL. DAMP PROOF EXTERIOR z_ FOUNDATION WALLS. (IRC R408.2) BACKFILL FOOTING INSIDE ao CRAWL SPACE TO A DENSITY OF MIN. 90% (ASTM:D-1557) 3'-0" III-1 I I-1 I I-1 11- I I=1 I I-1 1 11 I I=1 11-1 11-1 I I-1 11-1 11- STRUCTURAL FILL BEARING PAD, COMPACTED TO A I DENSITY OF MIN. 95% (ASTM:D-1557) F O U I O 1 L 4'- " WALL, MA .4' " BACKFILL RE IPTIVE FOU TION FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. ,, ATTACHMENT PER-� SHEARWALL DETAILS ENGINEERED CONNECTION - ATTACH MUDSILL W/ 1/2"x10" ANCHOR BOLT W/ STD. WASHER @ 6 FT O.C. UNO ON S2 SHEET. (IN SDC DO, D1, D2 USE 1/4"x3"x3" PLATE WASHER). EMBED z_ BOLT A MINIMUM 7 INCHES (DO NOT (0 COUNTERSINK.) _III -III -III- z USE (1) #4 CONT. REBAR — IN FOOTING _I I -/ \ DRAINAGE SYSTEM WHERE REQUIRED PER LOCAL CODES. (HOME OWNER RESPONSIBILITY) 3'-0" 2x BORATE TREATED MUDSILL (OR) 2X PRESSURE TREATED 4" CONCRETE SLAB OVER COMPACTED GRAVEL FILL REBAR REQUIREMENTS: a l=0 USE (1)#4 HORIZ. BAR I` WITHIN 12" OF TOP OF STEM WALL. WHERE A CONSTRUCTION JOINT EXISTS USE (1) #4 VERT. _ REBAR @ 48" W/ STANDARD HOOK. EXTEND 14" NTO STEM WALL. ( I IRCR403.1.3) i ;—I I 16" 3'-0" -1 I I-1 I I III=1 11- I I III-1 I-1 I I 1 E.. I I I I I I III:: ,III1 I I I. F STRUCTURAL FILL BEARING PAD, COMPACTED TO A DENSITY OF MIN. 95% (ASTM:D-1557) GARAGE FO U N DA 11 O N D E MAX. 4'-6" WALL, MAX. 4'-0" BACKFILL PRESCRIPTIVE FOUNDATION NOV 2 5 2015 PERINA!!T CE rJITER Otty Of Tu ING D NTS N E 01 i W E� o= c MMI J a 8 I I O 0 00 ZV)o� J rn ::)ZQc"_�,l z< < Q 00 Q z O z�YT, 2 QLr) J A J J ila ila SIO Q Q SIO � � � W W 0 H rn H�L�gNE HILINE p OMI HOMES 11306 62ND AVENUE nuuPwn. PUYALLUP ve: WA, 98373 (253) ]]0.12CI (253) 770-2244 ext. ext. 129 PLAN: PLAN: 1675 DATE: DATE: 10 10/1 /15 JOB#: JOB#: 1010 10106162 S6 PANASONIC WHISPERGREEN FV-08VKS3. (MIN SETTING 30 CFM CONT.) GFI MECHANICAL VENTILATION • WHOLE HOUSE VENTILATION USING CONT. RUNNING EXHAUST FANS IN MASTER BATH AND GUEST BATH (SEE PLAN). • VENTED WINDOWS IN HABITABLE ROOMS. • IRC § M1507.3.4, TABLE M1507.3.3(1) ELECTRICAL NOTES O7 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY E WP BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE q E RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE ' W 4) = SYSTEM IS REQUIRED. E O C 'x 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF d o PANEL AND METER WITH CONTRACTOR. c / � a / 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT -LOSS j= = a CALCULATIONS (OR) FOLLOW THE PRESCRIPTIVE PATH 8 REQUIREMENTS FOR SIZING HEATING EQUIPMENT. I _ 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND STATE CODES. --- 5. EXACT CONSTRUCTION PLACEMENT OFE OUTLETS MAY VARY DEPENDING ON I 6. WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE O VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST N (/ TK AIR FROM REENTERING THE CRAWL SPACE. FI �r�11 .0 _ 06 V wp !; L ® REVIEWED FOR -' J ? o O --- CODE® COMPLIANCE z Q � g Do GAS FURNACE I I APPROVED Q Z p AND WATER I O Z Y Lot/ HEATER. L--------J DEC 2 3 2015 1:J F- _ CLG CLG OUTLET O OUTLET City of Tukwila —� BUILDING DIVISION WP NOV 2 5 2015 U Z -� --� ---- 00-, J — — — — P'ERINLIff CENTER U ELECTRIC SYMBOLS w $ LIGHT SWITCH �} SURFACE MNT. LIGHT J (0 110 V. DUPLEX OUTLET RECESSED DOWN LIGHT W (D 220 V. OUTLET ® EQUIPMENT CONNECTION WP0 WEATHERPROOF OUTLET SMOKE / CARBON MONOXIDE DET. GFIO GROUND FAULT INTERRUPTER Q SMOKE DETECTOR HILINE HOMES • RECESSED CAN LIGHTS 11306 62ND AVENUE Io HEATER/FAN COMBO - V.T.O. PUYALLUP WA, 98373 Q TELEPHONE JACK A (253) 770-2244 ext. 129 SUPPLY AIR Q TELEVISION OUTLET RA PLAN: 1675 O EXHAUST FAN - V.T.O. RETURN AIR DATE: 10/1 /15 NOTE JOB#: 10106162 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR. 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA ELECTRICAL PLAN AND HVAC CONTRACTOR. l C 1 /8" = T-0" C I i impleMeatinq System Size: Washing ' Washington Sta i L Lrrsa Nam, 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 Contact Information i.a Heating System Type: @All other systems OHeat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference AT 46 Tukwla • AT= Indoor (70degrees) - Outdoor Desig TempREVtEVVED FOR Area of Building CODE COMPLIANCE Conditioned Floor Area Instructions APPROVED Conditioned Floor Area (sq ft) Average Ceiling Height Conditioned V lume DEC 2 3 2015 Instructions Average Ceiling Height (ft) 13,400 Glazing and Doors U-Factor X Area = UA Instructions 0.30 I 81-5ty of Tukwila Skylights U-Factor X Area BLY&DING DIVISION Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions R-49 • 0.026 25.01 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value . No selection Above Grade Walls (see Figure 1 U-Factor X Area UA Instructions R-21 intermediate • 0.056 113.79 Floors U-Factor X Area UA Instructions R 38 • 0.025 24.05 Below Grade Walls (see Figure 1) U-Factor X Area UA Instructions Select R-value • No selection ® --- Slab Below Grade see Ff ure 1 F-Factor X Length UA Instructions Select conditioning No selection R E C E i '�E D Slab on Grade (see Fr ure 1 F-Factor X Lennggtthh UACITY OF TUiWILA Instructions Select R-Value . No selection JUN 2 6 2015 Location of Ducts Instructions No Duds DuctLeakage Coefficient PERMIT CENTER - • 1.00 momi Sum of UA 244.75 Envelope Heat Load 11,259 Btu/Hour Figure 1. Sum ofUAXAT Air Leakage Heat Load 6,657 Btu / Hour volumeX 0.6XATX.018 Above Grade Building Design Heat Load 17,916 Btu/Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 17,916 Btu / Hour Ducts in unconditioned space: Sum or Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 25,082 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heal Loss X 1.25 for H`e1at Pump -- O 1 1 IIIVVV/// J ` (07101113) `l Window, Skylight and Door Schedule Project Information Hoang Le & Lanna Luong 13350 56th Ave S Tukwila, WA 98178 City of Tukwila parcel #2172000180 Contact Information HiLine Homes 253-840-1849 Pre-Construction@HiLineHomes.com J Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door (24 sq. ft. max.) 0.20 Exempt Glazed Fenestration (15 sq. ft. max.) _28 Vertical Fenestration (Windows and doors) Component Descrintion Ref_ U-fartor MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD WDW MFR 0.28 MILGARD SGD MFR 0.28 BMC MAN DR MFR 0.20 Width Height 1. Feet inch Feet Inch FIRE ©©EM® ©©E©E EIMEMO ©MEMO EN©E©O ©©E©E NEMEMO ®©EME MENEENE MENOME NEENIONNO MMEME MMEME ENME�� MMEME MMEME MINE■ MMEME Elmoms MENEM� MMEME MMEME MMEME ENME�� MMEMN =MEMO MEN��� MMEME INMENNO NEME�� ENMEMO MMEME 20.01 4.00 15.01 4.20 Area UA ' 1 11 �1 ' 1 11 111' 11 1111 11 111 11 11/ 11 11/ 11 111 11 111 11 111 11 111 11 111 11 111 11 111 11 111 11 111 Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Overhead Glazing (Skylights) Component Description 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) 11 111 11 111 11 111 11 1/1 238.3 65.30 0.27 Area UA 11 111 11 111 11 111 11 111 11 111 11 11/ 1 11 273.3 73.50 Prescrptive Energy Code Compli a for All Climate Zones in Washington Projec' Information Hoang Le & Lanna Wong 13350 56th Ave S Tukwila, WA 98178 City of Tukwila parcel #2172000180 Contact Information HiLine Homes 253-840-1849 Pre-Construction@HiLineHomes.com 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 All Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling 49i 0.026 Wood Frame WaII,X1 21 int 0.056 Mass Wall R-Value` 21/21h 0.056 Floor 301 0.029 Below Grade Wall`,k 10/15/21 int + TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date 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 ng 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. ❑ 4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1 a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope I 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 0.5 El O 0.5 El El El El O 0.5 El �*1200 kwh 0.0 1.50 http://www.energy.wsu.edu/Documents/Table 406 2 Energy Credits 2012 WSEC.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 less 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. 1110/15/21.+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. d 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. f 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. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. HI -LINE HOMES Home _ Inicio en Espanol Contact Page 1 of 2 Safety Washington State Department of Labor & Industries HI -LINE HOMES Search L&I �= A -I Index Help M.v Secure L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson 11306 62ND AVE E PUYALLUP, WA98373 Principals 253-840-1849 BEHR, JARED R, PRESIDENT PIERCE County BEHR, AMBER D, SECRETARY SUNDBY, WILLIAM GENE, PRESIDENT (End: 04/19/2012) SUNDBY, CHERYL ELAINE, SECRETARY (End: 04/19/2012) Doing business as HI -LINE HOMES WA UBI No. Business type 601 584 067 Corporation Parent company Governing persons CREATIVE DESIGN BUILDERS INC CHAD W SUNDBY CHERYL E SUNDBY; WILLIAM G SUNDBY; 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. HILINH*983BD Effective — expiration 01/04/2002-11/0812017 Bond Wesco Insurance Co $12,000.00 Bond account no. 46W BO44199 Received by L&I Effective date 04/09/2014 03/04/2014 Expiration date Until Canceled Bond history Insurance ............................ Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00023180-01 Received by L&I Effective date 10/06/2015 08/12/2015 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601584067&LIC=HILINH*983BD&SAW= 12/28/2015 A.,Abrous, Ph.D., P.E. HiLine Homes Page 1 of 27 PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION )WNER/ADDRESS HOANG LE & LANNA LUONG SITE ADDRESS: 13350 56TH AVE S TUKWILA, WA 98178 IOB NUMBER:/0106162 2. STRUCTURAL DESIGNER INFORMATION 1 L ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes Design & Engineering Department 0UAIIn(j 11306 62ND Ave E., Puyallup, WA 98373 0�� Phone: (253) 770-2244 Ext. 132 Email: Wabrous _HiLinehomes.com Washington License No: 36110 P ,r 36110 oF. %�;s,,;,�� CSS�(0),NAI WED FOR Oregon License No: 81419PE E COMPLIANCE APPROVED Idaho License No: P-14132 DEC 2 3 2015 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINE�RI:N �PF, WIND AND SE ISM I G ORGE-S------- EXTENT OF DESIGN Structural specifications RE+CEIVF, Ri:uEiVED 2012 International Building Code (IBC) for CITY OF TUKWILA JUN 3 0 2015 Washington & 2014 Oregon Structural Specialy Code (OSSC) for Oregon TUKVV'u-% JUN 2 6 2015 2012 International Residential Code (IRC) PUBLIC WORKS for Washington & 2014 Oregon Residential PERMIT CENTER Specialy Code (ORSC) for Oregon 2005 National Design Specification (NDS) REFERENCE CODES AND STANDARDS American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials ��� •� l (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A.,Abrous, Ph.D., P.E. HiLine Homes Page 2 of 27 4. DESIGN CRITERIA GROUND SNOW LOAD: pg = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10 (LIVE LOAD): pf = 25-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwall = 15-psf INTERIOR WALL DEAD LOAD: Dwall = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 95-mph ASCE 7-10 DESIGN WIND SPEED: 120-mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem -Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 3,000-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A.. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 11 Table C. Wind Design Criteria Page 12 Table D. Seismic Design Criteria Page 13 Table E-1. Wind Loads Page 14 Table E-2. Wind Loads - Garare Extension Page 14 Table F-1. Minimum Wind Loads Page 16 Table F-2. Minimum Wind Loads - Garage_Extension Page 16 Table G. Seismic Loads Page 18 Table H. Controlling Shear Loads Page 20 Table 1. Wind Shear Wall Loads Page 21 Table J. Seismic Shear Wall Loads Page 22 Table K. Roof Diaphragm Load Calculations Page 23 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A.,Abrous, Ph.D., P.E. HiLine Homes Page 3 of 27 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1675. This two-story house is 1675-sf in area Plus a one -car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 3G-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low -Rise Building" method is used for determining wind loads. Wind design criteria are based on a 95-mph basic wind speed and Building Height and Exposure Factor (h) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads vvina ioaas ana overturning moments are caicuiatea in i able t for two ortnogonai directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring InariG Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A: Abrous, Ph.D., P.E. HiLine Homes Page 4 of 27 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table I Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association -(APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_1LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 5 of 27 THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARDI SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS Maximum Applied Shear per Tables I or J (lb) 2,813 Wall length under maximum applied shear per Tables I or J (ft) 12 Minimum number of anchor bolts when installed at 48-in o.c. minimum 2 anchors/mudsill 4 Maximum anchor bolt Load @ 48-in o.c. minimum 2 anchors per mudsill (lb) 703 Basic allowable single shear for fastening 1.5-in Hem -Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 6-in embedment = 590-lb per 2005 NDS Table 11 E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-lb. On wall line B, innstall 1/2-in dia. ASTM A307 anchor bolts @ 48-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. Everywhere else, install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. UPPER LEVEL Wall Line A (Front Master Suite Shear Wall Segments) Maximum overturning tension due to wind load per Table I (lb) 835 Maximum overturning tension due to seismic load per Table J (lb) 1,159 Allowable tension load for Simpson CS14 Coil Strap with 16-in end length is 2,490-lb 2,490 At both ends on of each shearwall segment, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap end length should be a minimum of 16-in. Wall Line A (Front of Flex room - Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (lb) 742 Maximum overturning tension due to seismic load per Table J (lb) 1,066 Maximum wind shear (V) per Table I or J (lb) 964 Maximum seismic shear (V) per Table I or J (lb) 1,288 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 4.0 Percentage of Full -Height sheathing (%) 62.0 Ratio of Maximum Opening Height to Wall Clear Height 0.50 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.83 Sum of Perforated Shear Wall Segment Lengths (ft) 8 Design Wind Shear Capacity of Wall (lb) - 6-in o.c. 2,424 Design Seismic Shear Capacity of Wall (lb) - 6-in o.c. 1,726 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 6 of 27 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COF-Li (lb) 1,162 Anchorage Force for Wind Shear, v = V/COFLi (lb/ft) 145 Hold -Down Seismic Tension Load, T = Vh/COFLi (lb) 1,552 Anchorage Force for Seismic Shear, v = V/COFLi (lb/ft) 194 Allowable tension load for Simpson CS14 Coil Strap with 16-in end length is 2,490-lb 2,490 At both ends on of the perforated shearwall, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap end length should be a minimum of 16-in. Wall Line C (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (lb) 561 Maximum overturning tension due to seismic load per Table J (lb) 825 Maximum wind shear (V) per Table I or J (lb) 1.567 Maximum seismic shear (V) per Table I or J (lb) 2,093 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 4.0 Percentage of Full -Height sheathing (%) 62.0 Ratio of Maximum Opening Height to Wall Clear Height 0.50 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.83 Sum of Perforated Shear Wall Segment Lengths (ft) 16 Design Wind Shear Capacity of Wall (lb) - 6-in o.c. 4,847 Design Seismic Shear Capacity of Wall (lb) - 6-in o.c. 3,453 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/CO7_Li (lb) 944 Anchorage Force for Wind Shear, v = V/CO7-Li (lb/ft) 118 Hold -Down Seismic Tension Load, T = Vh/COiLi (lb) 1,261 Anchorage Force for Seismic Shear, v = V/COY-Li (lb/ft) 158 Allowable tension load for CS14 Coil Strap is 2,490-lb 2,490 At both ends on the wall, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap end length should be a minimum of 16-in. LOWER LEVEL Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 1,186 Maximum overturning tension due to seismic load per Table J (lb) 1,457 Total wind tension load taking into account load path from upper floor (lb) 2,020 Total seismic tension load taking into account load path from upper floor (lb) 2.616 Allowable wind tension load for Simpson STHD14 Strap Ties at end location in 8-in stem wall is 4,165-lb 4,165 Allowable seismic tension load for Simpson STHD14 Strap Ties at end location in 8-in stem wall is 3,500-lb 3,500 Where shown on the plans, install Simpson STHD14 Strap Tie Holdowns in 2,500-psi concrete and 8-in minimum stem wall. Fasten STHD14s to 3-in framing members with 30-16d sinkers. (total of 4 STHD14s) Wall Line A (Entry - Segmental Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (lb) 1,292 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 27 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOAFS Maximum overturning tension due to seismic load per Table J (lb) 1,564 Total wind tension load at corner location taking into account load path from upper floor (lb) 2,454 Total seismic tension load at corner location taking into account load path from upper floor (lb) 3,116 Allowable wind tension load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 5,150 5,150 Allowable seismic tension load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 3,695-lb 3,695 Where shown on the .plans, install Simpson STHD14 Strap Tie Holdowns in 2,500-psi concrete. Fasten STHD14s to 3-in framing members with 30-16d sinkers. (total of 4 STHD14s) Wall Line B (Interior OSB Shear Wall) Maximum overturning tension due to wind load per Table I (lb) 820 Maximum overturning tension due to seismic load per Table J (lb) 288 Allowable wind tension load for Simpson STHD10 Strap Ties at corner location is 3,140-lb for 2,500-psi 3,140 Allowable seismic tension load for Simpson STHD10 Strap Ties at corner location is 2,640-lb for 2,500-psi concrete. 2,640 Where shown on the plans, install Simpson STHD10 Strap Tie Holdowns in 2,500-psi concrete and 6-in minimum stem wall. Fasten STHD10s to 3-in framing members with 24-16d sinkers (total of 2 STHD10s). Wall Line C -Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (lb) 1,183 Maximum overturning tension due to seismic load per Table J (lb) 1,042 Maximum wind shear (V) per Tables I or J (lb). 2,973 Maximum seismic shear (V) per Tables I or J (lb). 2,721 Shear Wall Clear Height (ft) 7.8 Maximum Opening Height (ft) 6.8 Percentage of Full -Height sheathing (%) 54.0 Ratio of Maximum Opening Height to Wall Clear Height 0.88 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.64 Sum of Perforated Shear Wall Segment Lengths (ft) 14 Design Wind Shear Capacity of Wall - 6-in edge nailing (lb) 3,270 Design Seismic Shear Capacity of Wall - 6-in edge nailing (lb) 2,330 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COZLi (lb) 2,588 Anchorage Force for Wind Shear, v = V/COELi (lb/ft) 332 Hold -Down Seismic Tension Load, T = Vh/COZLi (lb) 2,369 Anchorage Force for Seismic Shear, v = V/COiLi (lb/ft) 304 Total Wind Hold -Down Tension Load at Corner Ends (include upper floor loads) (lb) 3,532 Total Seismic Hold -Down Tension Load at Corner Ends (include upper floor loads) (lb) 3,630 Allowable Wind Tension Load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 5,150-lb 5,150 3,695 Where shown on the plan, install Simpson STHD14 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 30-16d sinker nails (total of 2 STHD14s). Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line 2 - Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (lb) 415 Maximum overturning tension due to seismic load per Table J (lb) 1,447 Maximum wind shear (V) per Tables I or J (lb) 1,971 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 27 FABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum seismic shear (V) per Tables I or J (lb) 4,088 Shear Wall Clear Height (ft) 7.8 Maximum Opening Height (ft) 3.5 Percentage of Full -Height sheathing (%) 84.0 Ratio of Maximum Opening Height to Wall Clear Height 0.45 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.94 Sum of Perforated Shear Wall Segment Lengths (ft) 16 Design Wind Shear Capacity of Wall - 6-in edge nailing (lb) 5,490 Design Seismic Shear Capacity of Wall - 6-in edge nailing (lb) 3,910 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COFLi (lb) 1,022 Anchorage Force for Wind Shear, v = V/COZLi (lb/ft) 131 Hold -Down Seismic Tension Load, T = Vh/COFLi (lb) 21120 Anchorage Force for Seismic Shear, v = V/COZLi (lb/ft) 272 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140-lb 3,140 Allowable Seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-lb 2,640 Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line 3 - Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (lb) 22 Maximum overturning tension due to seismic load per Table J (lb) 669 Maximum wind shear (V) per Tables I or J (lb) 1,567 Maximum seismic shear (V) per Tables I or J (lb) 3,348 Shear Wall Clear Height (ft) 7.8 Maximum Opening Height (ft) 3.5 Percentage of Full -Height sheathing (%) 62.0 Ratio of Maximum Opening Height to Wall Clear Height 0.45 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.83 Sum of Perforated Shear Wall Segment Lengths (ft) 21 Design Wind Shear Capacity of Wall - 6-in edge nailing (lb) 6,362 Design Seismic Shear Capacity of Wall - 6-in edge nailing (lb) 4,532 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COZLi (lb) 701 Anchorage Force for Wind Shear, v = V/CO7-Li (lb/ft) 90 Hold -Down Seismic Tension Load, T = Vh/COZLi (lb) 1,498 Anchorage Force for Seismic Shear, v = V/COZLi (lb/ft) 192 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140-lb 3,140 Allowable Seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-lb 2,640 Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. HEAR`WA SHEN NGI:?S EC]FICATIO`N,S Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE. LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LU0NG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 27 FABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS All Exterior Wall Lines Maximum resistive unit wind shear load per Table I (lb/ft) 212 Maximum resistive unit seismic shear load per Table J (lb/ft) 247 Basic allowable shear for wind loads = 785-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, & framing @ 16-in o.c. per note 2. Adjustments 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-lb/ft. 365 Basic allowable shear for seismic loads = 560-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-lb/ft. 260 Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. per standard specification. x'F7EAR 7RANFfz S1F�'CAT�NS UPPER LEVEL Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Wall Lines A, C, 2 & 3 (Eaves) Maximum applied unit wind shear per Table I (lb) 60 Maximum applied unit seismic shear per Table J (lb/ft) 81 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 LOWER LEVEL All Wall Lines Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Lap bottom of Upper Level OSB panels 3/4-in. onto Main Level wall top plates and fasten with 8d nails @ 6-in o.c. per Floor -to -Floor Connection detail. Wall Line B (Upper Level Floor -to -Shear Wall) Maximum resistive unit wind shear per Tables I (lb/ft 234 Maximum resistive unit seismic shear per Table J (lb/ft) 166 Allowable load 4-10d nails @ 16-in o.c. _ (4)(12/16)(1.6)(102) = 489-lb/ft 489 Place solid blocking between floor joists over shear walls and fasten to shear wall top plate with 4-10d nails in each joist bay. Fasten floor joist to top plate with 1-10d nail on each side of joist. ROOF DJAPHRA�G'll/I FRAMING SPECIFCA 1ONS Roof Sheathing Maximum applied unit wind shear per Table I (lb/ft) 60 Maximum applied unit seismic shear per Table J (lb/ft) 81 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 27 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per NDS Table 4.2B for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323230-lb/ft. 323/230 Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40-psf 40 Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70-psf 70 Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load, use 19/32-in sheathing. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Tables I and J (lb/ft) 81 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem -Fir side members = 135 Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-Ib/ft. 271 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/140-lb 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F, = 110/415-lb 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss end. Allowable load forl 381 Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(380) = 190-Ib/ft. 190 Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. - fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (Ib). -205 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (Ib). -364 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (lb). 850 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-lb for Hem -Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 850-lb for Hem -Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b = vrL2/b8 (lb). 603 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. on the main floor and @ 6-in o.c. on the upper floor. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A.Abrous, Ph.D., P.E. HiLine Homes Page 11 of 27 TABLE B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building ft - 1st Fl. 26.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building ft-1st Fl. 40.0 Exterior Walls Dead Load (psf) 15 Transverse Width of Building ft - 2"d Fl. 26.01 Partition Walls Dead Load (psf) 10 Lon itudinal Length of Building ft - 2"d Fl. 41.0 Roof Slope (5/12) 0.42 Length of Gable -End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1 1.3 Roof Height (ft) 16.6 Maximum Truss Span (ft) 26.01 Mean Height (ft) 19.3 Maximum Height (ft) 22.0 MAIN FLOOR DIMENSIONS Wall Height (ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 52.0 Least horizontal Building Dimension, b (ft) 26.0 Longitudinal Exterior Walls Length (ft) 80.0 0.4 * Mean Building Height (ft) 7.7233 Total Exterior Walls Length (ft) 132.0 0.1 *b (ft) 2.6 Total Partitions Weight (lb) - ASCE 7-10 12.7.2 7,130 End Zone Dimension, a (ft) 2.6 Adjusted End Zone Dimension, a (ft) 3.0 UPPER FLOOR DIMENSIONS Length of End Zone, 2a (ft) 6.0 Wall Height (ft) 8.8 Transverse Exterior Walls Length (ft) 52.0 BUILDING ENCLOSED AREA Longitudinal Exterior Walls Length (ft) 82.0 Building Enclosed Area sf - 1st Floor 713.0 Total Exterior Walls Length (ft) 134.0 Building Enclosed Area sf - 2"d Floor 962.0 Total Partitions Weight (lb) - ASCE 7-10 12.7.2 9,620 Garage Enclosed Area (sf) 250.0 Total Main Floor Area (sf) 963.0 GARAGE EXTENSION DIMENSIONS Garage Extension Area (sf) 225.0 Wall Height (ft) 7.8 Transverse Width of Garage (ft) 20.5 UPPER FLOOR LENGTH OF END ZONE, 2a Longitudinal Length of Garage (ft) 11.0 Least horizontal Building Dimension, b (ft) 26.0 Transverse Exterior Walls Length (ft) 41.0 0.4 * Mean Building Height (ft) 7.7233 Longitudinal Exterior Walls Length (ft) 22.0 0.1 *b (ft) 2.6 Maximum Truss Span (ft) 20.5 End Zone Dimension, a (ft) 2.6 Mean Height (ft) 9.9 Adjusted End Zone Dimension, a (ft) 3.0 Maximum Height (ft) 12.1 Length of End Zone, 2a (ft) 6.0 Total Exterior Walls Length (ft) 63.0 Total Partitions Weight (lb) - ASCE 7-10 12.7.2 0 SNOW DATA Maximum Ground Snow Load, pg (psf) jAssumed 30.0 Exposure Factor, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal actor, Ct ASCE 7-10 Table 7-3, for Residences 1.2 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1.0 Mope Factor, Cs ASCE 7-10 Figure 7-2a 1 1.0 Flat Roof Snow Load, pf (psf) ASCE 7-10 Equation 7.3-1, pf = 0.7 Ce Ct IS p 25.2 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC 132_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 27 J., �' MITT Description Value WIND DESIGN CRITERIA Basic Wind Speed Vas (mph) 95 ASCE 7-10 Design Wind Speed (mph) 120 Wind Exposure Category C Simplified Procedure per ASCE 7-10 28.5 Yes Exposure & Height Factor, A (1st Floor) 1.21 Exposure & Height Factor, A (2nd Floor) 1.29 Topographical Factor, K,,t 1.00 DESIGN WIND PRESSURES (psf) TRANSVERSE DIRECTION (CASE A) A - End Zone of Wall 30.0 B - End Zone of Roof -1.6 C - Interior Zone of Wall 20.9 D - Interior Zone of Roof 0.2 E - End Zone of Windward Roof -19.8 F - End Zone of Leeward Roof -18.2 G - Interior Zone of Windward Roof -14.0 H - Interior Zone of Leeward Roof -14.2 Eo - End Zone of Windward OVHG Roof -30.8 Go - Interior Zone of Windward OVGH Roof -25.0 LONGITUDINAL DIRECTION (CASE B) A - End Zone of Wall 30.0 B - End Zone of Roof -1.6 C - Interior Zone of Wall 20.9 D - Interior Zone of Roof 0.2 E - End Zone of Windward Roof -19.8 F - End Zone of Leeward Roof -18.2 G - Interior Zone of Windward Roof -14.0 H - Interior Zone of Leeward Roof -14.2 Eo - End Zone of Windward OVHG Roof -30.8 Go - Interior Zone of Windward OVGH Roof -25.0 GARAGE EXTENSION TRANSVERSE BUILDING ZONE. DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 6.0 Transverse Zones C & D Width (ft) 5.0 Transverse Zones A & C Height (ft) 7.8 Transverse Zones B & D Height (ft) 4.3 LONGITUDINAL BUILDING ZONE: DATA Forizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 14.5 Longitudinal Zone A Height (ft) 9.1 Longitudinal Zone C Height (ft) 10.3 Note: Description Value MAIN FLOOR TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 6.0 Transverse Zones C & D Width (ft) 34.0 Transverse Zones A & C Height (ft) 7.8 Transverse Zones B & D Height (ft) 0.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 20.0 Longitudinal Zone A Height (ft) 7.8 Loncitudinal Zone C Height (ft) 7.8 UPPER FLOOR TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 6.0 Transverse Zones C & D Width (ft) 35.0 Transverse Zones A & C Height (ft) 8.8 Transverse Zones B & D Height (ft) 5.4 Vertical Wind Force Loading Transverse Roof Zones E & F Width (ft) 6.0 Transverse Roof Zones G & H Width (ft) 35.0 Transverse Roof Zones E & F Length (ft) 13.0 Transverse Roof Zones G & H Length (ft) 13.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 20.0 Longitudinal Zone A Height (ft) 10.1 Longitudinal Zone C Height (ft) 11.9 Vertical Windforce Loading Longitudinal Roof Zones E & F Width (ft) 6.0 Longitudinal Roof Zones G & H Width (ft) 20.0 Longitudinal Roof Zones E & G Length (ft) 20.5 Longitudinal Roof Zones F & H Length (ft) 20.5 (Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 27 TABLE D. SEISMIC DESIGN CRITERIA Description I Reference/Calculation Ivalue SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 132 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short .Period Design Acceleration, SDS (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 0.973 Mapped MCE Long Period Acceleration, SM, (g) ASCE Standard 7-10, Figure 22-2 0.816 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.2 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 19.3 Building Period, Ta = Cth3/4 (sec) ASCE Standard 7-10, Section 12.8.2.1 0.184 Site Long Design Period Acceleration, SW (9) ASCE Standard 7-10, 11.4.4, SW = 2/3SM, 0.544 To = 0.2*SD1/SDS (sec) ASCE Standard 7-10, Section 11.4.5 0.112 TS = SDI/SDS (sec) JASCE Standard 7-10, Section 11.4.5 0.559 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: Cs = SDS*le/R JASCE Standard 7-10, Section 12.8.1.1 0.150 Revised SEISMIC DESIGN CR[TERIA Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 27 TABLE E-1. WIND LOADS Zone Wind Pressure (Psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 30.0 6.0 8.8 52.8 2,043 12.2 24,929 Transverse Roof Zone B 0.0 6.0 5.4 32.5 0 16.6 0 Transverse Wall Zone C 20.9 35.0 8.8 308.0 8,304 12.2 101,309 Transverse Roof Zone D 1 0.21 35.01 5.4 189.6 49 16.6 812 STRENGTH LEVEL`UP.PER LEVEL Lateral Force/Momentl 5,2231 1 127,D50 CONVERTTO ALLOWABLE STRESS DESIGN 1 37134 76,230 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 30.0 6.0 7.8 46.8 1,699 3.9 6,625 Transverse Roof Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 20.9 34.0 7.8 265.2 6,707 3.9 26,156 Transverse Roof Zone D 0.2 34.0 0.0 0.0 0 7.8 0 STRENGTH 1EVEL MAIN LEVEL "Lateral Force/Moment 9;376 32;781 CONVERT TO ALLOWABLE STRESS DESIGN 5,626 19,669 TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 14,599 159,831 'TOTAL.ASD TRANSVERSE LATERAL FORCE/MOMENT. 8,759 95,899 ROOF Vertical Wind Loads Transverse Roof Zone E -19.8 6.0 13.0 78.0 -1,869 19.5 36,440 Transverse Roof Zone F -18.2 6.0 13.0 78.0 -1,718 6.5 11,165 Transverse Roof Zone G -14.0 34.0 13.0 442.0 -7,487 19.5 146,006 Transverse Roof Zone H -14.2 34.0 13.0 442.0 -7,594 6.5 49,364 Roof Overhang Zone E -30.8 6.01 1.3 8.0 -297 26.7 7,930 Roof Overhang Zone F -18.2 6.0 1.3 8.0 -176 -0.7 -117 Roof Overhang Zone G -25.0 34.0 1.3 45.2 -1,368 26.7 36,475 Roof Overhang Zone H -14.2 34.0 1.31 45.2 -777 -0.7 -517 STRENGTH LEVEL Uplift Force and Overturning Moment on Building --21,286 286,747 CONVERT TO ALLOWABLE STRESS DESIGN -12,772 -172,048 Total Overturning Moment Due to Transverse Wind Loading (ASD) 191,717 Unit Uplift on Building (psf) -17.9 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 30.0 6.0 10.1 60.3 2,334 12.8 29,929 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 20.9 20.0 11.9 238.9 6,441 13.8 88,717 Longitudinal Wall Zone D 0.2 20.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral 'Force/Moment 5,381 118,646 CONVERT TO ALLOWABLE STRESS DESIGN 1 3,2281 71,188 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 30.0 6.0 7.8 46.8 1,699 3.9 6,625 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.9 20.0 7.8 156.0 3,945 3.9 15,386 Longitudinal Wall Zone D 1 0.21 20.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Momentj 6,21161 22,011 CONVERT TO ALLOWABLE STRESS DESIGN 1 3,7301 1 13,207 Revised WIND LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 k Abrous, Ph.D., P.E. HiLine Homes Page 15 of 27 TOTAL STRENGTH LEVEL LONGITUDINAL LATERAL FORCE/MOMENTJ 11,5971 140,657 'TOTAL.-ASD,.LONGITUDINAL LATERAL.,FORCEIMOMENTJ 69958 84,394 ROOF Vertical Wind Loads Longitudinal Roof Zone E -19.8 6.0 20.5 123.0 -2,947 30.75 90,615 Longitudinal Roof Zone F -18.2 6.0 20.5 123.0 -2,709 10.25 27,764 Longitudinal Roof Zone G -14.0 20.0 20.5 410.0 -6,945 30.75 213,571 Longitudinal Roof Zone H -14.2 20.01 20.5 410.0 -7,045 10.25 72,207 Roof Overhang Zone E -30.8 6.0 1.0 6.0 -224 41.5 9,280 Roof Overhang Zone F -18.2 6.0 1.0 6.0 -132 -0.5 66 Roof Overhang Zone G -25.0 20.0 1.0 20.0 -605 41.5 25,108 Roof Overhang Zone H -14.21 20.0 1.01 20.0 -344 -0.5 -172 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -20,950 438,439 CONVERT TO ALLOWABLE STRESS DESIGN -12,570 263,064 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 276,270 Unit Uplift on Building (psf) -17.6 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 16 of 27 TABLE E-2. WIND LOADS (GARAGE EXTENSION) Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 30.0 6.0 7.8 46.8 1,699 Transverse Roof Zone B 0.0 6.0 4.3 25.6 0 Transverse Wall Zone C 20.9 5.0 7.8 39.0 986 Transverse Roof Zone D 1 0.21 5.01 431 21.4 5 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 1,348 CONVERT TO ALLOWABLE STRESS DESIGN 1 809 ROOF Vertical Wind Loads Transverse Roof Zone E -19.8 6.0 10.3 61.5 -1,473 19.5 28,732 Transverse Roof Zone F -18.2 6.0 10.3 61.5 -1,354 6.5 8,803 Transverse Roof Zone G -14.0 5.0 10.3 51.3 -868 19.5 16,929 Transverse Roof Zone H -14.2 5.0 10.3 51.3 -881 6.5 5,724 Roof Overhang Zone E -30.8 6.0 1.3 8.0 -297 26.7 7,930 Roof Overhang Zone F -18.2 6.0 1.3 8.0 -176 -0.7 -117 Roof Overhang Zone G -25.0 5.0 1.3 6.7 -201 26.7 5,364 Roof Overhang Zone H 1 -14.2 5.01 1.31 6.7 -114 -0.7 -76 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -5,365 73,289 CONVERT TO ALLOWABLE STRESS .DESIGN -3,219 43974 Total Overturning Moment Due to Transverse Wind Loading (ASD) 43,974 Unit Uplift on Building (psf) -4.5 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 30.0 6.0 9.1 54.3 1,971 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 Longitudinal Wall Zone C 20.9 14.5 10.3 149A 3,778 Longitudinal Wall ZoYe D 0.2 14.5 0.0 0.0 0 STRENGTH LEVEL MAID LEVEL Lateral Force/Momentl 3,469 CONVENT TO ALLOWABLE STRESS DESIGN 1 2.081 ROOF Vertical Wind Loads Longitudinal Roof Zone E -19.8 6.0 5.5 33.0 -791 30.75 24,311 Longitudinal Roof Zone F -18.2 6.0 5.5 33.0 -727 10.25 7,449 Longitudinal Roof Zone G -14.0 14.5 5.5 79.8 -1,351 30.75 41,542 Longitudinal Roof Zone H -14.2 14.5 5.5 79.8 -1,370 10.25 14,045 Roof Overhang Zone E -30.8 6.01 1.0 6.0 -224 41.5 9,280 Roof Overhang Zone F -18.2 6.0 1.0 6.0 -132 -0.5 66 Roof Overhang Zone G -25.0 14.5 1.0 14.5 -439 41.5 18,203 Roof Overhang Zone H -14.2 14.5 1.0 14.5 -249 -0.5 -125 STRENGTH LEVEL Uplift Force and Overturning Moment on Building .5,282 114,772 CONVERT TO ALLOWABLE STRESS DESIGN -3,169 68,863 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 68,863 Unit Uplift on Building (psf) -4.4 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 27 FABLE F-'I. MINIMUM WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 8.8 52.8 845 12.2 10,307 Transverse Roof Zone B 8.0 6.0 5.4 32.5 260 16.6 4,316 Transverse Wall Zone C 16.0 35.0 8.8 308.0 4,928 12.2 60,122 Transverse Roof Zone D 8.0 35.0 5.4 189.6 1,517 16.6 25,177 STRENGTH LEVEL UPPER LEVEL Lateral Force/Momentl 4,6631 1 99,921 CONVERT"TO ALLOWABLE STRESS DESIGN 1 2,7981 1 59,952 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 16.0 34.0 7.8 265.2 4,243 3.9 16,548 Transverse Roof Zone D 8.0 34.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral .Force/Moment 5,382 19,469 CONVERT TO ALLOWABLE STRESS DESIGN 3,229 11,681 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 6,027 71,634 ROOF Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 13.0 78.0 0 19.5 0 Transverse Roof Zone F 0.0 6.0 13.0 78.0 0 6.5 0 Transverse Roof Zone G 0.0 34.0 13.0 442.0 0 19.5 0 Transverse Roof Zone H 0.0 34.0 13.0 442.0 0 6.5 0 Roof Overhang Zone E 0.0 6.01 1.3 8.0 0 26.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 34.0 1.3 45.2 0 26.7 0 Roof Overhang Zone H 0.0 34.0 1.3 45.2 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 11,681 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 10.1 60.3 965 12.8 12,374 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 16.0 20.0 11.9 238.9 3,823 13.8 52,649 Longitudinal Wall Zone D 8.0 20.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment .2,957 65,023 CONVERT TO ALLOWABLE STRESS DESIGN 1,7741 1 39,014 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 20.0 7.8 156.0 2,496 3.9 9,734 Longitudinal Wall Zone D 8.0 20.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 31453 12,655 CONVERT TO ALLOWABLE STRESS DESIGN 2,072 7,593 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 3,846 46,607 Revised MINIMUM WIND LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 27 Longitudinal Roof Zone E 0.01 6.0 20.5 123.0 0 30.75 0 Longitudinal Roof Zone F 0.0 6.0 20.5 123.0 0 10.25 0 Longitudinal Roof Zone G 0.0 20.0 20.5 410.0 0 30.75 0 Longitudinal Roof Zone H 0.0 20.0 20.5 410.0 0 10.25 0 Roof Overhang Zone E 0.0 6.01 1.0 6.0 01 41.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 20.0 1.0 20.0 0 41.5 0 Roof Overhang Zone H 0.0 20.0 1.0 20.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 7,593 Unit Uplift on Buildinq (psf) 0.0 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WINES LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 27 TABLE F-2. MINIMUM WIND LOADS (GARAGE EXTENSION) Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Walt Zone A 16.0 6.0 7.8 46.8 749 Transverse Roof Zone B 8.0 6.0 4.3 25.6 205 Transverse Wall Zone C 16.0 5.0 7.8 39,0 624 Transverse Roof Zone D 1 8.01 5.01 4.31 21.4 171 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 1,062 CONVERT TO ALLOWABLE. STRESS DESIGN 637 ROOF Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 10.3 61.5 0 19.5 0 Transverse Roof Zone F 0.0 6.0 10.3 61.5 0 6.5 0 Transverse Roof Zone G 0.0 5.0 10.3 51.3 0 19.5 0 Transverse Roof Zone H 0.0 5.0 10.3 51.3 0 6.5 0 Roof Overhang Zone E 0.01 6.0 1.3 8.0 0 26.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 5.0 1.3 6.7 0 26.7 0 Roof Overhang Zone H 0.0 5.0 1.3 6.7 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on .Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN. 0 0. Total Overturning Moment Due to Transverse Wind Loading (ASD) 0 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.1 54.3 869 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 Longitudinal Wall Zone C 16.0 14.5 10.3 149.4 2,390 Longitudinal Wall Zone D 1 8.01 14.5 0.01 0.0 0 STRENGTH LEVEL MAID LEVEL Lateral Force/Moment 1.980 CONVERT TO ALLOWABLE STRESS DESIGN 1,188 ROOF Vertical Wind Loads Longitudinal Roof Zone E -19.8 6.0 5.5 33.0 -791 30.75 24,311 Longitudinal Roof Zone F -18.2 6.0 5.5 33.0 -727 10.25 7,449 Longitudinal Roof Zone G -14.0 14.5 5.5 79.8 -1,351 30.75 41,542 Longitudinal Roof Zone H -14.2 14.5 5.5 79.8 -1,370 10.25 14,045 Roof Overhang Zone E -30.8 6.01 1.0 6.0 -224 41.5 9,280 Roof Overhang Zone F -18.2 6.0 1.0 6.0 -132 -0.5 66 Roof Overhang Zone G -25.0 14.5 1.0 14.5 -439 41.5 18,203 Roof Overhang Zone H -14.2 14.5 1.0 14.5 -249 -0.5 -125 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -5,282 114,772 CONVERT TO ALLOWABLE STRESS DESIGN -3,169 68,863 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 68,863 Unit Uplift on Building (psf) -4.4 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 417/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 20 of 27 SEISMIC SHEAR LOADS Building Component Load (psf) Height/ Width ft(lb) Length (ft) Area (sf) Seismic Weight UPPER LEVEL SEISMIC LOADS Roof Diaphragm & Ceiling 15.0 962 14,430 20% of Flat Roof Snow Load > 30-psf 0.0 962 0 One -Half Exterior Walls 15.0 134.0 8.8 1,179 8,844 One -Half Partitions 10.0 962 4,810 Upper Level Dead Load for Restoring Moment (lb-ft) 41,738 Roof Diaphragm Tributary Dead Load (lb)l 28,084 MAIN LEVEL SEISMIC LOADS Upper Level Floor Diaphragm 10.0 963 9,630 One -Half Exterior Walls 15.0 132.01 7.8 1,030 7,722 One -Half Partitions 10.01 1 1 963 4,815 Main Level Dead Load for Restoring Moment (lb-ft) 34,704 Main Floor Diaphragm Tributary Dead Load (lb) 35,821 TOTAL DEAD LOAD FOR ENTIRE BUILDING (lb) 76,442 TOTAL TRIBUTARY SEISMIC LOAD FOR ENTIRE BUILDING (lb) 63,905 TOTAL BASE SHEAR FOR BUILDING (lb) 9,566 VERTICAL DISTRIBUTION OF SEISMIC FORCES, Story w, hX w„h„ w.h./fwxhx Fx (SL) F. (ASD) Roof - R 28,084 16.6 466,194 0.63 5,981 4,187 2nd Floor 35,821 7.8 279,404 0.37 3,585 2,509 1st Floor 0 SUM 1 63,905 1 1 745,5981 1.00 1 9,566 1 6,696 SEISMIC SHEAR LOADS ON GARAGE Extension Roof Diaphragm & Ceiling 15.0 225 3,375 505 20% of Flat Roof Snow Load > 30-psf 0.0 225 0 0 One -Half Exterior Walls 15.0 7.8 63.0 491 3,686 1,609 One -Half Partitions 10.0 0 0 0 Total Dead Load for Restoring Moment 10,746 Roof Diaphragm Tributary Dead Load 7,061 STRENGTH LEVEL BASE SHEAR 2,114 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 1,480 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force (lb) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 6,696 7.8 52,231 Total Dead Load I I 1 1 41,7381 13.01 542,594 Total Moment Due to Transverse Seismic Forcesi 1 128,392 Revised SEISMIC LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 21 of 27 Total Moment Due to Transverse Wind Forces 191,717 Total Overturning Moment in Transverse Loading 191,717 Total Restoring Moment in Transverse Loading 542,594 6/10 of Total Restoring Moment in Transverse Loading 325,556 OVERTURNING STABILITY1 YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force (lb) Dist. ft Moment ft-lb) Roof Diaphragm & Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 6,696 7.8 52,231 Total Dead Load 41,738 20.0 834,760 Total Moment Due to Longitudinal Seismic Forces 128,392 Total Moment Due to Longitudinal Wind Forces 276,270 Total Restoring Moment in Longitudinal Loading 276.270 Total Restoring Moment in Longitudinal Loading 834,760 6/10 of Total Restoring Moment in Longitudinal Loading 500,856 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 22 of 27 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 8,759 6,958 3,134 3,228 ASD Minimum Wind Load (lb) 6,027 3,846 2,798 1,774 :ASD Controlling Wind Load (lb) '81759 6P,958 3,1.34 3,228 ASD Seismic. Diaphragm Load (lb) 6 696 6,696 4,187 4,187 Nature of Controlling Load WIND WIND SEISMIC SEISMIC ASD Maximum wind/seismic load (lb) 8,759 6,958r 4,187 4,187 Garage_Extension Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 809 2,081 N/A N/A ASD Minimum Wind Load (Ib) 637 1,188 N/A N/A ASD Controlling Wind Load (lb) 809 2,081 N/A N/A ASD Seismic Diaphragm Load (lb) 1,480 1;480 N/A N/A Nature of Controliina Load SEISMIC WIND N/A N/A ASD Maximum wind/seismic, load (Ib) 1,480 2,081 N/A N/A NOTE: ASD = ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 23 of 27 TABLE I.WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Level Wall Identification A B C Check A C A(*) Check Wall Type OSB OSB OSB OSB 0S13 Total Tributary Load Distance (ft) - H 10.0 20.0 10.0 40.0 20.5 20.5 41.0 Tributary Load Fraction - H 0.250 0.5001 0.250 1.000 0.500 0.500 1.0 Tributary Load Distance (ft) - G ext 10.250 10.250 20.500 Tributary Load Fraction - G_ext 0.500 0.500 1.000 Applied Shear (lb) 2,973 2,813 2,973 8,759 1,567 1,567 3,134 Wall Length (ft) 37.0 12.0 26.0 26.0 26 Applied Unit Shear (lb/ft) 80 234 114 601 60 Shear Wall Length (ft) 14.0 12.0 14.0 13.0 16.0 Resistive'.Unit Shear (lb/ft) 212 234 21`2 121 98 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 Unit DL on Wall (lb/ft) 405 280 395 393 185 1851 173 0.60*[Unit DL on Wall] (lb/ft) 243 168 237 236 111 111 104 Max. Hold -Down 2.5-ft.SW (lb) 835 Max. Hold -Down 3.0-ft SW (lb) -1,292 Max. Hold -Down 4.0-ft SW (lb) 1,186 1,1831 742 561 Max. Hold -Down 5.0=ft SW (lb) Max. Hold -Down 6.0-ft SW (lb) 946 Max. Hold -Down 8.0-ft SW (lb) 340 Max. Hold -Down 12.0-ft,SW (lb) 1 820 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 3 Check 2 3 Check Wall Type 0S13 OSB OSB OSB OSB Total Tributary Load Distance (ft) - H 13.0 13.0 26.0 13.0 13.0 26.0 Tributary Load Fraction - H 0.500 0.500 1.000 0.500 0.500 1.0 Tributary Load Distance (ft) - G ext 5.500 5.5001 11.000 Tributary Load Fraction - G_ext 0.500 0.500 1.000 Applied Shear (lb) 404 1,971 1,567 3,942 1,614 1,614 3,228 Wall Length (ft) 20.5 20.0 34.0 40.0 34.0 Applied :Unit .Shear (Ib/ft) 20 99 46 401 47 Shear Wall Length (ft) 20.5 16.0 21.5 37.0 27.0 Resistive Unit Shear (lb/ft) 20 123 73 44 60 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 Unit Wall DL (lb/ft) 150 455 455 335 335 0.6*[Unit DL on Wall] (lb/ft) 90 273 273 201 201 Max. Hold -Down 3.0-ft SW (lb) 177 Max. Hold -Down 4.0-ft SW (lb) 415 22 Max. Hold -Down 6.0-ft SW (lb) -125 Max. Hold -Down 7.0-ft SW (lb) -387 Max. Hold -Down 10.5-ft SW (lb) -865 Max. Hold -Down 12.0-ft SW (lb) -677 Max. Hold -Down 16.0-ft SW (lb) =1,259 Revised WIND SHEAR LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 24 of 27 Max. Hold -Down 18.0-ft SW {Ib) -1,496 =1,330 Max. Mold -down 20..E-fit SW (lb) -769 Max. Hold -Down 21.0-ft:SW (lb) A,761 (*) Accounts for different dead loads. Revised WIND SHEAR LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 25 of 27 TABU J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Level Wall Identification A B C Check A C A(*) Check Wall Type OSB OSB OSB OSB OSB Total Tributary Load Distance (ft) - H 10.0 20.0 10.0 40.0 20.5 20.5 41.0 Tributary Load Fraction - H 0.250 0.5001 0.250 1.000 0.5001 0.500 1.0 Tributary Load Distance (ft) - G ext 10.250 10.250 20.500 Tributary Load Fraction - G_ext 0.500 0.500 1.000 Applied Shear (lb) 3,461 1,995 2,721 8,176 2,093 2,093 4,187 Wall Length (ft) 37.0 12.0 26.0 26.0 26 Applied Unit Shear (lb/ft) 94 1.66 105 81 81 Shear Wall Length (ft) 14.0 12.0 14.0 13.0 16.0 Resistive Uriit'Shear (lb/ft) 247 166 194 '161 131 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 Unit DL on Wall (lb/ft) 405 280 395 393 185 185 173 0.60*[Unit DL on Wall] (lb/ft) 243 168 237 236 111 111 104 Max. Hold -Down 2.5-ft SW (lb) 1;159 Max. Hold -Down 3.0-ft SW (lb) 1,564 Max. Hold -Down 4.0 ft SW (lb) 1,457 1,042 1,066 825 Max. Hold -Down 5.0-ft SW (lb) Max. Hold -Down 6.0-ft SW (lb) 805 Max. Hold -Down 8.0-ft SW (lb) 603 Max. Hold -Down 1.2.0-ft SW (lb) 288 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 3 Check 2 3 Check Wall Type OSB OSB OSB OSB OSB Total Tributary Load Distance (ft) - H 13.0 13.0 26.0 13.0 13.0 26.0 Tributary Load Fraction - H 0.500 0.500 1.000 0.500 0.500 1.0 Tributary Load Distance (ft) - G ext 5.500 5.500 11.000 Tributary Load Fraction - G_ext 0.500 0.500 1.000 Applied Shear (lb) 740 4,088 3,348 8,176 2,093 2,093 4,187 Wall Length (ft) 20.5 20.0 34.0 40.0 34.0 Applied Unit Shear (lb/ft) 36 2041 198 52 62 Shear Wall Length (ft) 20.5 16.0 21.5 37.0 27.0 Resistive Unit Shear (lb/ft) 36 255 156 57 '78 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 Unit Wall DL (lb/ft) 150 455 455 335 335 0.6*[Unit DL on Wall] (lb/ft) 90 2731273 201 201 Max..Hold-Down 3.0-ft SW (lb) 319 Max. Hold -Down 4.0-ft SW (lb) 1,447 669 Max. Hold -Down 6.0-ft SW (lb) 17 Max. Hold -Down 7.0 ft SW (lb) 259 Max. Hold -Down 10.5 ft SW (lb) -218 Max. Hold -Down 12.0-ft SW (lb) 1 355 Max. Hold -Down 16.0-ft SW (lb) I 1-1,155 Revised SEISMIC SHEAR LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 26 of 27 Max. Hold -Down 18.0-ft SW (lb) -1,188 Max. Hold -Down 20.5-ft SW (lb,) 191 Max: 'Hold -Down 21:0-ft SW (lb) . -1,658 (*) Accounts for different dead loads. Revised SEISMIC SHEAR LOADS Printed 4/6/2015 Plan 1675-15 p_g 30-PSF, V_ult 120 mph, Exp C, SDC D2_LUONG 4/7/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 27 of 27 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (lb) Calculation V = 3,134 Diaphragm Span (ft) Design Drawings b = 26 Diaphragm Length (ft) Design Drawings L = 40.0 Diaphragm Unit Shear (lb/ft) Calculation w = V/Length = 78 Diaphragm Maximum Moment (ft-lb) Calculation M = wL2/8 = 15,668 Diaphragm Chord'Force (lb) Calculation C = T = M/b = '603 Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 1.02 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb) Calculation F = 1.6FNaii 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min = C/FA 3.7 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Ls lice = SNN-Min 16.2 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable. Diaphragm Chor&Force (lb) Calculation 10d @`64n o..c. 1,469 Cross Sectional Area of Shear Wall Chords (in 2) Design Drawings Aci,o,d = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcjt = C/A = T/A 37 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem -Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem -Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 26.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. JA = 2b/2 = b 26.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)] x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C Fup = P -368 Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup = P -439 Maximum Wind Uplift Load At Connection (lb) 110 mph, Exp. C Fup = p -598 Roof Unit Dead Load, wd, (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (lb) FDL — wdl 234 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet — up + DL -134 Net Load to Truss Connection (lb) 95 mph, Exp. C FNet — up + DL -205 Net Load to Truss Connection (lb) 110 mph, Exp. C FNet — up + DL -364 Allowable Uplift for Simpson H10 Clip (lb) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (lb) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 4l6/2015 Plan 1675-15 p_g 30-PSF, V_utt 120 mph, Exp C, SDC D2_LUONG 4/7/2015 Geotechnical Engineering Report 13350 560a Avenue South Tukwila, Washington P/N 2172000180 Submitted to: Commencement Bay Consulting Attention: Sheldon Smith 400172nd Street East Tacoma, Washington 98443 Submitted by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 253-537-9400 September 14, 2015 P374-T15 � REVIEWED FOR CODE COMPLIANCE APPROVED 0EC 2 3 2015 City of Tukwila BUILDING DIVISION NOV 2 5 2015 PERMI-r C;C- N ► E13 coRREcriow LTA#"L'.. E bi '6 01 1 TABLE OF CONTENTS Page No.' 1.0 SITE AND PROJECT DESCRIPTION...............................................................................................1 2.0 EXPLORATORY METHODS............................................................................................................. 2 2.1 Test Pit Procedures................................................................................................................ 2 3.0 SITE CONDITIONS............................................................................................................................ 3 3.1 Surface Conditions............................................................................................................ 3 3.2 Soil Conditions....................................................................................................................... 3 3.3 Groundwater Conditions.............................:........................................................................ 4 3.4 Infiltration Conditions........................................................................................................... 4 3.5 Seismic Conditions................................................................................................................. 4 3.6 Liquefaction Potential............................................................................................................ 4 4.0 CONCLUSIONS AND RECOMMENDATIONS............................................................................ 5 4.1 Site Preparation ................................................................................................................. 6 4.2 Spread Footings...................................................................................................................... 8 4.3 Slab -On -Grade Floors.......................................:.................................................................... 9 4.4 Drainage Systems................................................................ 4.5 Asphalt Pavement................................................................................................................10 4.6 Structural Fill ........................................................................................................................11 5.0 RECOMMENDED ADDITIONAL SERVICES..............................................................................12 6.0 CLOSURE...........................................................................................................................................13 List of Tables Table 1. Approximate Locations and Depths of Exploration..............................................................2 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 Log of Test Pits TP-1 and TP-2.................................................................................................. A-2... A-3 i !rMV1IGIZI *`* GROUP �IIIII� September 14, 2015 Commencement Bay Consulting 4001 72°d St E Tacoma, WA 98443 Attention: Sheldon Smith MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 Subject. Geotechnicai Engineering Report 13350 56th Ave S Tukwila, Washington Parcel # 2172000180 MGI Project P374-T15 Dear Mr. Smith: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements planned at 13350 5601 Ave S in Tukwila, Washington. This report has been prepared for the exclusive use of Commencement Bay Consulting, 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 rectangular shaped residential parcel located east of a sharp westerly bend in the Duwamish Waterway, as shown on the attached Topographic and Location Map (Figure 1). The property is located in a moderately populated residential area, and is bordered on the north and the south by developed parcels. The lot is orientated lengthwise from northwest to southeast, measuring approximately 178 to 200 feet along this orientation. The west end of the parcel is bounded by 56th Ave S, and the east end is bordered directly by the Duwamish River, containing a 15 to 20 foot high bank along the waterway. The subject property contains a frontage of approximately 50 feet along both the roadway and river, and encompasses a total of 0.26 acres. The bones of an old residence are located centrally within the parcel, and a shed building of roughly the same age is located within the east half of the parcel, towards the northern boundary line. The existing driveway is adjoined with the Page 1 of 13 Commencement Bay Consulting —13350 561" Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 driveway for the neighboring residential parcel to the south and hugs the southern boundary line. A segment of the driveway extends laterally to access the old home site. Improvement plans involve the clearing/stripping of the property, the demolition of existing site structures, and the construction of a new single -story, wood -framed residence centrally within the site. A new 15 foot wide driveway will be constructed, entering the site centrally from 56th Ave S. It is our understanding that site produced stormwater will be diverted to a dispersion pad proposed along the riverbank. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on August 25, 2015. Our exploration and evaluation program comprised the following elements: Surface reconnaissance of the site; Two test pit explorations (designated TP-1 and TP-2), advanced on August 25, 2015; A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of test pit. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATION Termination Exploration Functional Location Depth (feet) TP-1 Northwest comer of the parcel 8 TP-2 West of the existing shed building, east of the footprint for the proposed residence 7 The specific number and locations of our exploration was 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 exploration 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 rubber -tracked mini -excavator operated by an excavation specialist under subcontract to MGI. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. Migizi Group, Inc. Page 2 of 13 Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 The enclosed test pit logs indicates 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 log indicates 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 log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2 and A-3. 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 As described in the onset of this report, the subject property has previously been developed, and relics from this prior development are evident on site. Outside of these existing structures, the parcel is largely occupied by open yard space which contains tall grasses and scattered ornamental trees. The bank along the Duwamish River is thickly vegetated with blackberry bushes and tall brush. The majority of the subject property is relatively level, containing a slight dip in grade (less than 10 percent) from west to east. Towards the bank along the Duwamish River, the property becomes more moderately to steeply sloped. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a thin, 7 to 8 inch surface mantle of sod and topsoil underlain by native alluvial deposits. The uppermost 5 to 6 feet of the alluvial deposits were generally comprised of fine silty sand to sandy silt. Beneath this material, native deposits grade to fine sand with some silt, which was continuous to the termination of each of our explorations; a depth of 7 to 8 feet below existing grade. Alluvial deposits encountered on site were in loose/soft in -situ condition. 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. Migizi Group, Inc. Page 3 of 13 Commencement Bay Consulting —13350 561' Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 3.3 Groundwater Conditions At the time of our reconnaissance and subsurface explorations (August 25, 2015), we did not encounter groundwater in any of our subsurface explorations, which extended to a maximum depth of 8 feet below existing grade. Given our knowledge of the area, we anticipate that groundwater would first be encountered at a depth of 13 to 15 feet below existing grade. During the rainy season, it is possible that shallower, perched groundwater could be encountered in deeper excavations. Perched groundwater would vary with localized geology and precipitation. 3.4 Infiltration Conditions As previously described, the site is underlain by slowly permeable fine silty sand to sandy silt at shallow elevations, grading with depth to fine sand with silt. It is our understanding that site produced stormwater will be diverted to a dispersal pad adjacent to the riverbank within the subject property. If design plans change, and the client wishes to introduce infiltration facilities into the stormwater management plan for this project, MGI should be retained to provide design recommendations. 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 E, as defined by Table 30.2-1 in ASCE 7, per the 20U 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: S5 =1.487 g SMs =1.338 g SDs = 0.892 S1 = 0.557 g SMi =1.336 g SDI = 0.891 Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0 seconds is 1.34 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 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. 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. With depth, and groundwater, potentially liquefiable soils likely underlie the site. During a large-scale seismic event, surface expressions of deep-seated liquefaction could potentially be observed across the project area, resulting in post -construction settlement. Migizi Group, Inc. Page 4 of 13 . 04� Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the property, the demolition of existing site structures, and the construction of a new single -story, wood -framed residence centrally within the site. A new 15 foot wide driveway will be constructed, entering the site centrally from 561h Ave S. It is our understanding that site produced stormwater will be diverted to a dispersion pad proposed along the riverbank. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed residence appears feasible from a geotechnical standpoint. • Foundation Options: Due to the loose soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. 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. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Pavement Sections: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Given the relative loose/soft soil conditions observed across the site we recommend the over -excavation of 12 inches of the existing subgrade material underlying the proposed pavement sections and replacement with a suitable structural fill subbase. All soil subgrades below 12 inches should be thoroughly surface compacted during dry weather, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. • Buffers/Setbacks: Commencement Bay Consulting recommends implementing a 50 foot Shoreline Residential River Buffer measured landward of OHWM, and an additional 10 foot building setback from this buffer. MGI generally agrees with the proposed buffers/setbacks, and recommends that they be implemented and maintained during site development. Migizi Group, Inc. Page 5 of 13 Commencement Bay Consulting —13350 56'h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 The following sections 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 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 subsurface exploration indicates that the organic horizon can reach thicknesses of up to 8 inches across the project area. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect site excavations will encounter loose/soft alluvial soils which can be easily excavated using standard excavation equipment. Dewatedag: Groundwater seepage was not encountered in any of our subsurface explorations which extended to a maximum depth of 8 feet below existing grade. We anticipate that groundwater is present at a depth of 13 to 15 feet below the existing ground elevation. 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 Migizi Group, Inc. Page 6 of 13 Commencement Bay Consulting —13350 56th Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 be no steeper than 11/2HJV, 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). 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 Silty Sand to Sandy Silt: Underlying a surface mantle of sod and topsoil, we fine silty sand to sandy silt through a depth 5 to 6 feet below existing grade. These soils are extremely moisture sensitive and will be difficult, if not impossible 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, and moisture conditioning should be expected. • Alluvial Fine Sand: Underlying the silty stratum discussed in the above section, we encountered fine sand with silt, which was continuous to the termination depth of our subsurface explorations; 7 to 8 feet below existing grade. This material type is more amenable to moisture content variations, and can be reused as structural fill under most weather conditions. 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:1V. For all soil types, the use of flatter slopes (such as 21/zHJV) 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. Migizi Group, Inc. Page 7 of 13 Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. 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 16 and 24 inches wide, respectively. Bearing Sub rg ades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. 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. 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 3 feet below the footing base should also extend 3 feet 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, structural fill bearing pads 3 feet thick can be designed for a preliminary 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. Migizi Group, Inc. Page 8 of 13 =4� Commencement Bay Consulting —13350 561' Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 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 sternwalls 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 225 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: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. 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) 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 the building 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. Migizi Group, Inc. Page 9 of 13 Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4-inch-diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, 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 Asphalt Pavement Since asphalt pavement will be utilized in the driveway for the proposed residence, we offer the following comments and recommendations for pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Given the relative loose/soft soil conditions observed across the site, we recommend the over -excavation of 12 inches of the existing subgrade material underlying the proposed pavement sections and replacement with a suitable structural fill subbase. Given the extent of the proposed paving operation and corresponding earthwork activities, we recommend limiting the subgrade preparation to times of dry weather. All soil subgrades below 12 inches should be thoroughly surface compacted during dry weather, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Section Minimum Thickness Asphalt Concrete Pavement 2 inches Crushed Rock Base 4 inches Granular Structural Fill or Cement -Treated Base 12 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20-year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.6 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. Migizi Group, Inc. Page 11 of 13 Commencement Bay Consulting —13350 561h Avenue South, Tukwila September 14, 2015 Geotechnical Engineering Report P374-T15 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 Minimum Compaction Footing subgrade and bearing pad 95 percent Foundation backfill 90 percent Slab -on -grade floor subgrade and subbase 95 percent Asphalt pavement base 95 percent Asphalt pavement subgrade (upper 2 feet) 95 percent Asphalt pavement subgrade (below 2 feet) 90 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 MGI 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 Migizi Group, Inc. Page 12 of 13 Commencement Bay Gmsulting - 13350 561h Avenue SAith, Tukwila September 14, 2015 Geotechnical Engineering Report P374-TI; • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 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. MGI 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 letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. 15 Logan Iff Geologist James E. Brigham, P.E. Principal Engineer ZLL:JEB:jb TACOC: \Users\ Jessica\ Dropbox \ I -PROJECTS \ P374-T15 CBay Consulting - Hoang Residence Geotech\ Report \P374-T15 Hoang Residence Tukwila Geotech Report.doc Migizi Group, Inc. 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I KAIF 1`0 RIF PENIt If Inllrjw FrF'R 11,01- \1-,ARI 0i AIR0,110,1`1 Vill \0 \11 X I RF,4P� \. IIAL L,L� If, )\If if I.\ I wr I Li vt 141 m-ii ir,. hir r)i if(-.\ \rrt� BL VFFN ARFA �,l hi I ---'I 'Vll\uf. IlLAN11-7, Dt t) 7 E,?Cj �D IR F.1; fl. IT I— ? \F(GI 1110RIM Ek AIF X )�T IMAIS I EVI 11 \Nl, NI 61--ti DIM, v,n;.\cN t-mF \IFA-,L RH LANIANA10 I IF 0I IW\I Y PF9 I \[C-18.44.(140 K. R MARK 111, WA FR -I B IR A I 2Il 1-1 1 ';TI0I0;f '\I- R[7�7-11 Fl \1 17.22.2o 1 1, 10:'A I JI -k w-Tj I'AN'DWAPI) FROM If mlm.�s IF R\ I vtn I"N 4;1 orril TI W OF FIANK 45 11M., R. C.01 D PI" X, L 1 1-1 44' 1 L 11!1- O(Ammou I -I- i, 4 113 (,I0kvV IlAl ITR Zy )IZI 1011 Rt \1I NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. MAJOR DIVISIONS TYPICAL NAMES CLEAN GRAVELS GW !'` WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS WITH LITTLE OR NO FINES GP ! �° POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF o' •D: GM SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT—�' ' COARSE FRACTION a� NTH IS LARGER THAN MIXTURES C o w c� NO.4 SIEVE OVER 5%%FINES GC PAO CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY z A MIXTURES m w CLEAN SANDS SW .' .• WELL GRADED SANDS, GRAVELLY SANDS SANDS WITH LITTLE p 0 OR NO FINES $P •;• POORLY GRADED SANDS, GRAVELLY SANDS MORE THAN HALF COARSE FRACTION IS SMALLER THAN SM " :. SILTY SANDS, POOORLY GRADED SAND SILT MIXTURES SANDS WITH N0.4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, ML SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, > CL ELL LLAYS, SANDY CLAYS, SILTY CLAYS, U, .w LIQUID LIMIT LESS THAN 50 LEAN YSY o C. 0 o OL _ — ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW = — PLASTICITY z = i MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS Z SILTS AND CLAYS V- o CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS LIQUID LIMIT GREATER THAN 50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS 8 Modified California RV R-Value ® Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test m Auger Cuttings TC Cyclic Triaxial ® Grab Sample TX Unconsolidated Undrained Tdaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability V Water Level at Time of Drilling PR Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A -'I Migia Group, Inc. TEST PIT NUMBER TP-1 P.O. Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax 253-537-9401 CLIENT Commencement Bay Consulting PROJECT NAME Hoang Residence PROJECT NUMBER P374-T15 PROJECT LOCATION Tukwila, Washington DATE STARTED 8/25/15 COMPLETED 8/25/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Paulman Construction GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY. JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION -- W _ wa �W ? _ O MATERIAL DESCRIPTION Q Z C9 0.0 Sod and Topsoil (SM) Brown fine silty sand (loose, damp) (Alluvium) GB S-1 a 2.5 P vi a U) w SM F- , h n a rn O z 5.0 0 m 0 z GB 1 16.0 a S 2 (SP-SM) Graylbrawn fine sand with silt (loose, damp) (Alluvium) w w o Sp- SM w 7.5 0 o *1 8.0 wNo caving observed No groundwater seepage observed ca ix LU fn 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. 0 M Bottom of test pit at 8.0 feet. r 0 ui O LL _ q J s m J W Z W LL 0 • r n. O 0 Migia Group, Inc. TEST PIT NUMBER TP-2 P.O. Box 44840 PAGE 1 OF 1 `y Tacoma, WA 98448 Figure A 3 Telephone: 253-537-9400 Fax 253-537-9401 CLIENT Commencement Bay Consulting PROJECT NAME Hoang Residence PROJECT NUMBER P374-T15 PROJECT LOCATION Tukwila, Washington DATE STARTED 8/25/15 COMPLETED 8/25/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Paulman Construction GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — w x V _ � g to 2 O MATERIAL DESCRIPTION w o ¢z = O rn 0.0 — Sod and Topsoil 0.6 (SM) Brown fine silty sand (loose, damp) (Alluvium) GB S-1 a 2.5 c� ui ii SM w h ro a ti O z 5.0 0 0 5.5 a (SP-SM) Graylbrown fine sand with silt (loose, damp) (Alluvium) a SP- .:. . W w SM 0 7.0 Y No caving observed oNo groundwater seepage observed 'a The depths on the test pit logs are based on an average of measurements across the test pit and should be considered waccurate to 0.5 foot. Bottom of test pit at 7.0 feet. W w 3 U 0 m w m H O C7 UI _ 0 LL 0 O J 2 m J W Z 0 C7 LL 0 r a O 0 D�lineaa oe (Jrery.T atexVlak (off1V ong : e DITW VII .` a c 4 ►sit+ eti c es A fay a e gl-Facmiiy �skf enc� for Hb, e , Lanna Luting Tuwiia� ''ashin' 04 RE FOR D`C p 'COMPLIANCE T.¢CBW at. 13350,56s` Ave S., T4kwila, W98-178� r-. PPROVEDWA Tax Parcel No. 217200»O1Bp OEC Z Situated in .the . a! ' t ttkwila Section 14-T23N-R4E, W.lk1, Ij I IVISIC King COugty, Washingtop RJEC Prepo red,%r. ��0t Hag Le 8k Lanna Luong:(tihe dwnrJlient) 584tS lS2'4`.St, Apt: Ct2! G4 ` T�iiV1l�i.r, Tukw114,'1 A 9$188 Fhore' S4-850-2792. PUBUOMORKS Fs-maii:yQriexv'alloo.com r �n�e 24, 201 .' RECE�YEt� COY, Q'F Ti.N1i.A PERMIT CENTER w. ]P ieparnd`Ijy" OMIS ASSC�C�:�'ES,. onsulting for l etia#�ds Spipams 8i iti` at}t#t _�t DeS s si icc 891 < 1027 North 5t[eet Tacoma, WA ,9*, . : . phone: Z53�2?2-680E Mat►ile: '686-' 001 E�rnail: "Cc oUF web;)a$@ at i �ohncCd!it , (JCA. Job # 150416) ►, �5` o o JOHN COMIS ASSOCIATES, LLC �onsulting for Wetlands, Streams, & Mitigation Designs since 198 1027 North Oakes Street Tacoma, WA 98406 Office: (253) 272-6808 Mobile: (253) 686-4007 E-mail: jcomisn�iohncomisassociates.com See our webpage at www.iobncomisassociates.com June 24, 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Attention: Sandra Whiting, Urban Environmentalist (206-431-3663) Subject: Delineation of the Ordinary High Water Mark (OHWM) along the DUWAMISHR. and Onsite Wetland Assessment for a New Single -Family for HoanQ Le & Lanna Luong in Tukwila, Washington To Whom It May Concern: On May 5, 2015, John Comis Associates (JCA) completed a detailed onsite analysis of this property, and an approximate examination and analysis of offsite areas generally located adjacent to the property. The project site is located at 13350 56t' Ave S., Tukwila, WA 98178, Parcel No. 217200-0180, situated in the City of Tukwila, in the NW '/a of Section 14-T23N-R4E, W.M., King County, Washington. [Please see Figures 1 thru 5 included with this report for site location information and details.] The work included a routine onsite determination for the presence or absence of any regulated wetlands, using field indicators for hydrophilic vegetation, hydric soils, and wetland hydrology. The non -wetland determination was based on the current "Washington State Wetlands Identification and Delineation Manual for Western Washington" (March 1997)'. Wetland categorization or rating would be based on the current "Wetlands Rating System for Western Washington", August 2004, "version 2" revised 2006, updated 2014 (WDOE Pub #04-06-025). The Ordinary High Water Mark (OHWM) was delineated along the toe of a steep bank adjacent to the Duwamish River based on the current WDOE Manual for "Determining the Ordinary High Water Mark on Streams in Washington State", March 2008, as updated (WDOE Pub #08-06-001). Please note that offsite wetlands were evaluated if they are located within 315 feet 2 of a Project site. At this time, JCA identified no regulated wetland units within this project site or on the adjacent parcels to the north or south of the site. This included examination of available online web data shown on current . Please note that delineations are done in accordance with the current Washington State Wetlands Identification and Delineation Manual (WDOE, 1997). This manual method has been updated by the US Army Corps of Engineers (USACE) using the current Regional Supplement to the Corps ofEnQineers Wetland Delineation Manual: Western Mountains. Valleys, and Coast Region (USACE 2010). 2 The 315-foot distance is the maximum buffer width for the highest rated Category 1 wetland, plus 15 feet for building setback from the buffer boundary line. This represents a reasonable distance from which a "regulated activity" should not impact a "regulated wetland. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/1.5 Page lof 34 King County Public GIS (Geographic Information System) mapping and soils survey mapping for this area. The only critical area that is shown on the available map information for this area is the Duwamish River. We conducted a transect across the site and to the north and south of the site for approximately 150 feet looking for possible onsite and offsite wetlands. None were identified. The National Resource Conservation Service (NRCS) soils survey mapping for this area (see Appendix 2) shows no hydric soils extending across the site. Upon closer inspection by JCA of onsite soil conditions (see field data sheet in Appendix 2), the soils within the sample test plots in this study area do not appear to be hydric based on color indicators for a non-hydric soil determination. The enclosed Site Plan w/ Critical Area Delineation (Figure 5) shows the data points within the project site that were examined in detail by JCA. Sample test plots (TP's) are designated by blue and green flagging tied to wooden stakes at the following data points: • 1 Test Plot (TP1) [Note that other test holes were examined at various locations within the project site, but these were determined to be the same non -wetland as TP1, and were not recorded for this study] The data point is flagged with colored ribbon marked as follows: • "TEST PLOT -number" (blue and green ribbon, tied to wooden stake, see triangle on Figure 5) Proiect Description: The property owners wish to build a new single-family residence (SFR) in place of an existing cabin that is located in the central part of the property as shown on the site plan drawing, Figure 5. The existing cabin situated in the central part of the site will be removed or demolished and the new residential building will be constructed, together with a new driveway from the city street, 56`h Ave. S. The new SFR will be set back a total of 22 feet from the designated 50' Shoreline Residential River Buffer. The minimum building setback is required to be 10 feet per the City of Tukwila Municipal Code (TMC, see Appendix I .E. for details). The existing shed will be retained as an "existing and ongoing residential use that are established within the designated buffer area" as shown on Figure 5. Existing fences boarder the northern and southern boundary lines of this property (see Figure 5 for details). Please note that a photo survey was done by JCA for the project site and representative photographs of the site area are provided with this report in Appendix 3. These photos show illustrations of existing site conditions along the river bank and within this proposed project area. ?Summary of Non -Wetland Findings Generally for an area to be determined a "jurisdictional wetland", it must meet all 3 scientific criteria of the triple parameter test. These criteria are limited to the presence or absence of: hydrophytic vegetation, hydric soils, and persistent wetland hydrology. The absence of any one of these criteria may be used to determine that an area identified around a sample test plot is a "non -wetland" area. This means that to make a positive wetland determination, all 3 criteria must be present. The absence of one, two, or all three of the criteria should result in a non -wetland determination. "Field indicators" are used to determine if a criterion is met. If one field indicator is absent, then an indirect indicator, or "secondary" indicator may be used. For example, the absence of inundation or saturation during a dry summer investigation could result in the hydrology criterion not being met. However, the presence or absence of encrusted detritus on twigs or blackened leaves on bare ground in a drainage depression may be used to help verify sufficient inundation during a wetter period of the growing Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 2of 34 season. The 2010 Regional Supplement Manual stipulates 3 key provisions for the definition of wetlands include: a. Inundated or saturated soil conditions resulting from permanent or periodic inundation or saturation by ground water or surface water (saturation within 12 inches of the surface for at least 20 to 30 consecutive days during periods in the Mesic growing season [March thru October]). In accordance with the USACE 2010 "Manual" (pages 65 & 123): "This standard requires 14 or more consecutive days of flooding, ponding, or a water table 12 inches (30 cm) or less below the soil surface, during the growing season at a minimum frequency of 5 years in 10 (50% or higher probability) (National Research Council 1995) ..." b. A prevalence of vegetation typically adapted for life in saturated soil conditions (i.e. dominance of hydrophytic vegetation). c. The presence of "normal circumstances". I have checked all parts of the site and there appear to be no regulated_ jurisdictional wetlands onsite or within 300 feet of the project site. The non -wetland determination was done during normal dry weather conditions, during the early growing season in May of 2015. See photographs of existing onsite and adjacent offsite areas in Appendix 3 for details. Hydrology: --- Hydrology conditions were judged to be "normal" for this study period. Based on our observation of site conditions and mapped information for the project vicinity, the `macro' drainage for this site is generally to the southeast toward the river. The `micro' drainage through project site includes generally sheet or small rivulet flows through grasses and woody vine and shrub vegetation that generally drains overland and down the existing bank to the river. There is no drainage swale that extends around the site to discharge seasonally wet weather flows directly into the river (see more below about a proposed storm water discharge system directly to the river). No groundwater saturation was found onsite at this time within the bottom of the test hole that we dug to a depth of 22 inches at the southeastern side of the site. The sample test hole at TP 1 had no groundwater saturation at this time at the bottom. Other test holes were examined at various locations within the project site, but these were determined to be the same non -wetland as TP1, and were not recorded for this study. The test plot was determined to be non -wetland due to a lack of sufficient saturation that results in non- hydric soils and the dominant non-hydrophytic vegetation that we found in the sample plot. Soils; Soils within the site area were found to be non-hydric based on the matrix color (10yr3/2 to 3/3) and general lack of redoximorphic features (red mottles). Hydric soils are defined as "a soil that formed under conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part" (USDA-NRCS 1995, Federal Register, 7/13/94, Vol. 59, No. 133, pp. 35680-83). The non-hydric soils generally had a dark brown to brown matrix color. The soil color and lack of redoximorphic features 3 in the sample test plot (TP1) were primary field indicators for a non- hydric mineral soil that extended across the entire site.. See the detailed test plot data provided in Appendix 2 on the completed field data form. 3 "Redoximorphic features" are formed by the processes of reduction, translocation, or oxidation of Fe and Mn oxides (formerly called mottles and low chroma colors). Redox concentrations (reddish mottles) occur as pore linings along root channels and ped faces (Vepraskas, 1994). "Distinct" and "prominent" are defined in the glossary of the reference text Field Indicators ofFlvdric Soils in the United States. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/1.5 Page 3of 34 Vegetation: Vegetation within onsite upland areas are dominated by established mixed deciduous and mowed and landscaped yard areas. The yard area appears to have been both planted with ornamental species and various volunteer species have also become established within the site. The native and non-native vegetation within or around the project site included plants that appear to have been planted by previous property owner(s) as ornamentals. Vegetation that has become established along the river bank was dominated by mostly non-hydrophytic species such as woody vines including Himalayan blackberries, Wild cherry, English holly, Snowball bush, Morning glory, Herb Robert, and various unidentified grasses and forbs. The dominant vegetation within the upland portion of the bank adjacent to the river is clearly non-hydrophytic. Vegetation established along the lower bank of the river and adjacent to the OHWM included mostly hydrophytic species such as willows and small clumps of reed canary grass and various small shrubs that may have been volunteers in the lower bank area. The dominant vegetation along the water line was hydrophytic, and the OHWM was well delineated by the mud line along the lower bank. There are no endangered, threatened or sensitive PLANT species identified in the onsite or adjacent offsite plant community. This is based on observations at the site and comparison with the current publication by the Washington Department of Natural Resources titled "Endangered, Threatened and Sensitive Vascular Plants ofWashington". Furthermore, there appear to be no endangered, threatened or sensitive ANIMAL species known to inhabit the site. This is based on observations at the site and comparison with current publications by the Washington Department of Wildlife titled "Washington Priority Habitats and Species", "Status Report on Endanizered and Threatened Species", and "Nongame Data Systems Special Animal Species Gist". These lists also include species of "special concern" as non -game animals. :Summary of Critical Areas Findings & Buffers JCA has researched the Tukwila Municipal Code (TMC) and the applicable information is as follows: The Shoreline Residential River Buffer shall consist of the area needed to achieve a 2.5:1 slope of the river bank measured from the toe of the bank to the top of the bank, plus 20 linear feet measured from the top of the bank landward; provided that in no case shall the Shoreline Residential Buffer be less than 50 feet landward of the OHWM. (TMC 18.44.040) [See Appendix 1, Part E. for code details and applicable TMC excerpts.] To Wit: The most dominant code requirement for this project site is to have the "Shoreline Residential River Buffer" boundary set back to 50-feet measured horizontally landward from the OHWM. The edge of water was surveyed on 12/22/2014 at 10:30 AM by Beyler Consulting, Thomas R. Gold, Professional Land Surveyor (see Record of Survey drawing dated 4/15/15). The surveyed edge of water was verified by JCA on 515115 and the Ordinary High Water Mark (OHWM) was established along that line. The existing top of bank was also verified as surveyed, and measured by JCA to be 6.67 feet vertically above the OHWM from the toe to the top of the river bank. Please note that the Site Plan (Figure 5) shows one line set "20-feet for Shoreline Residential Buffer Measured Landward from the Sloped Top of Bank." The "Sloped Top of Bank" is calculated by JCA to be 16.75 feet for a 2.5:1 slope and a vertical 6.67-foot bank, measured landward from the OHWM. This is required by the code to be shown on the site plan for "....the area beyond the buffer setback within which the impacts of the development will be reviewed." However, this 20-foot setback does not effect the building envelope because the code further states that "....in no case shall the Shoreline Residential Buffer be less than 50 feet landward of the OHWAf' (TMC 18.44.040). Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/ 15 Page 4of 34 Based on the dominant buffer requirement, the buffer boundary is required to be set back the farthest from the river based on a "50' Shoreline Residential River Buffer Measured Landward of OHWM". When we compared the setback using a calculation for a 2.5:1 slope (the slope of the existing bank is much steeper that that), and then an additional 20-foot Shoreline Residential Buffer, we found the line to be located riverward from the 50-foot buffer line (see Figure 5). The minimum building setback line (BSBL) is required to be 10-feet, measured landward from the 50' Shoreline Residential River Buffer. The actual building envelope is an additional 12 feet from the BSBL as shown on the Site Plan with Critical Area Delineation, Figure 5. Please note that the existing and ongoing residential uses that are established within the designated buffer area as shown on the Site Plan shall continue. This includes mowing and normal and expected residential landscaping within this area. The existing shed that is constructed within the buffer may continue to be used and maintained for the new residence. Any new plants or vegetation maintenance within the designated buffer area shall include only the addition of native vegetation that is indigenous to this area. Standard of Care Please be advised that John Comis Associates (JCA) has provided professional services that are in accordance with the degree of care and skill generally accepted in the performance of this environmental evaluation. Wetland determinations and/or delineations, classifications, ratings and other analysis should be reviewed and approved by the City official with permitting authority, and potentially other agencies with regulatory authority, prior to extensive site design or development. No warranties are expressed or implied by this study until approved by the appropriate resource and permitting agencies. The findings expressed in this report are based on field investigations by JCA, best available data, and our professional judgment. If you have questions or comments, please call me at your earliest convenience. Sincerely, w IONl10. CCMIS 0=10 06/24/2015 John G. Comis, PWS Date Professional Wetland Scientist (SWS-PCP #00810) Certified Wetlands Specialist (by Pierce County since 1992) File: \Le&LuongSFR@TukwilaRpt.doc (JCA Job#150416) Cc: Hoang Le & Lanna Luong (Owner/Client), 5841 S 152°d St, Apt. C-204, Tukwila, WA 98188, Phone: 509-850-2791, E-mail: xviethomiexgyahoo.com Paul Whitacre, HiLineHomes.com, Asst. Preconstruction Manager, 11306-62"d Ave E, Puyallup, WA 98373, Phone: 253-840-1849 ext. 21.03, pwhitacre(u�hilinehomes.com Sheldon Smith, Cbay Consulting, 253-380-2357, sheldonna,cbayconstruction.com Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 5of 34 Enclosures FIGURES: Figure 1. Vicinity Map (Google Earth aerial imagery w. GIS location data, circa 2014) Figure 2. Aerial Photo Map (Google Earth imagery w. GIS parcel boundaries, 2014) Figure 3. Street View of Project Site (Google Earth imagery w. approx. parcel boundaries, 2014) Figure 4. Critical Areas Map (King County GIS w. parcels and hydro features overlay, 2015) Figure 5. Site Plan with Wetland Delineation (by JCA & CBay Consulting, 2015) APPENDICES: Appendix 1. Methodology Used for Wetland Determination, Delineation, Regulation and Buffer Standards Appendix 2. Field Data Forms with Soil Survey Map and Topography Map of this Area Appendix 3. Photographs of Existing Onsite and Adjacent Offsite Areas Appendix 4. Resumes for Wetland and Wildlife Consultants Appendix 5. References for Wetland and Fish & Wildlife Habitat Analysis Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 6of 34 cu • < 0 Ul) co LL ■ n° \ b. ^\ •' •\ . ° / C• vt ° 6, .. o x ors t e / / 7 >m x ZK 0 o Mid m Z3, ti \ O / �~ a �• � mX � �u-I ozMy Om° oam o m C ti 1 C �m °,°� x y �Cx �� O p� Z'" a o m d rrt• r CL rox� �YZ ° ma y E � r njm O21 d / c E10 M'Z o� Oa // m O R= N mrn ym Omar ax / / ro a , z `yyam 'AO �° 0 r roL 0 • m , �.. 8 >O Om '8SL Z 0m r ° / m O a 5' EP ti \ �O a O d g m z o T m °• yy m ! 7 w 9: z17- Ca m• O a_ ED '� e d �I ON"m O"'C• i �mOKZOd%' <•�. / my`� O 5 N o °z (n rCN <• /� y7n� aU ma :u -ai x �O m C en xo n Oa�OKomm TWO O n on- [" M OCW>mn t„x0 .... x d z O�'C7�d f /K m7JX m 002 z�m yy� cane nmx O O �> 50 am mi CHz z Moz N r tQ m r ^ 1. l mr � Z � O Z a m c"n d H D r °-a z� "0 N R° 9�ocl �SgoF� mcz a �FYo`v�FC� O w z d`pStoO�C9 y6 pJ9,,� m' z \ C'8gC18 y z zz JOHN COMIS ASSOCIATES LLGII oo a > r x Consulting for Wetlands, Streams & Mitigation Designs sme, 1989 r'l z e Jl � � a° a° 3 1027 Oakes St. • Ottice: 257.2726808 Mobile: 253fi86-0007 aaonr� r Q y r' Tawma, W a, WA 98406 ,comis(gjohncomisasnximes.com "L"9� Wetland Svecialist Certification This map correctly represents a delineation made by me or under my direct supervision for Hoang Le & Lanna Luong (Owner/Applicant) for the property located at 13350 56th Ave. S. Tukwila, WA 98178, Parcel No. 2172000180, situated in NW Y4 of Section 14-T23-R4E., W.M., King County, WA. 7 V, Jo . Comis, PWS Date C rtified Wetlands Specialist LEGEND: EX. SEWER STUB LOCATION TO BE CUT AND CAPPED DURING CONSTRUCTION BE lv HOANG LE & LANNA LUONG TEST PLOT FOR WETLAND DELINEATION I Tva BY JCA ( FLAGGED BLUE & GREEN) STREAM BUFFER BOUNDARY ( WITH SIGN LOCATIONS, 3 SIGNS) ----BSL--------- BR-- 15BUILDING SETBACK LINE (BSL) —••—••—••—••—••— ORDINARY HIGH WATERMARK(OHWM)j HOME TO BE DEMOLISHED EX. FENCE BUFFER BOUNDARY SIGNS (3) ROPOSED REPLACI HOME EX^.DRIVEWAY TO BE REMOVED &'SOILS AMENDED / / NEIGEIBORING HOME / 10' BUILDING SETBACK LINE / 50' SHORELINE RESIDENTIAL RIVER BUFFER i MEASURED LANDWARD OF OHWM PER TMC-18.44.040 / 20 FEET FOR SHORELINE RESIDENTIAL BUFFER MEASURED LANDWARD FROM THE SLOPED TOP OF BANK 20 0 20 40 Scale: 1 " = 20' feet 16.67 FEET FOR A 2.5:1 SLOPE OF THE '-- RIVER BANK MEASURED FROM THE OHWM PER TMC-18.44.040 NIEGHBORING RAILROAD RETAIlNING WALL 6" TIGHTLI NE AND DISPERSAL PAD FOR ROOFTOP STORM WATER RUNOFF LEGAL DESCRIPTION: EAST RIVERTON GARDEN TRSN 2ND, LOT 35 LOT SIZE: 10,200 sf. - 0.23 ac. ZONING: Low Density Residential / City of Tukwilla EXISTING AND ONGOING RESIDENTIAL USES THAT ARE ESTABLISHED WITHIN THE DESIGNATED BUFFER AREA SHALL CONTINUE SET CORNER TREEII 5 FROM dbh SET CORNER ---TOP OF EXISTING BANK ASSURVEYED,MEASURED "--,BY JCA AT 6.67ABOVE OHWM CBAY CONSULTING 72nd St. E. ma, WA 98443 phone253-380-2357 SITE PLAN W/ CRITICAL AREA DELINEATION 11 E .) `�. , proiect Info • �y' J �w l66 i ORDINARY HIGH WATER MARK GOq`?04�4G & Lanna Luong Le (OHWM)) EDGE OF WATER 'v \ ON 1_2/22/2014 AT 10:30AM �� �Site Ad(Jress AS SURVEYED BY � � O�s'�~ L 13350 56th Ave S. \ BEYLER CONSULTING �w��V�ti� Tukwila, WA 98178 ' THOMAS R. GOLD PLS C0 O h arce SEE RECORD OF S>'IRV�Y ti'c,�,� o DRAWING DATED 4/15/15 ti �qo1��,~ 2172000180 SITE PLAN W/ CRITICAL AREA DELINEATION 6/12/2015 FIG: 5 APPENDIX 1 METHODOLOGY USED FOR WETLAND DETERMINATION, DELINEATION, REGULATION AND BUFFER STANDARDS Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 7of 34 METHODOLOGY A. Manual Methods Used For Wetland Determination And Delineation The identification of "regulated wetlands" by JCA during this study are consistent with the applicable manual methods and in accordance with the City of Tukwila Municipal Code (TMC) requirements, using most recent editions of federal and state wetland delineation manuals and applicable regional supplements as approved and adopted by the Washington State Department of Ecology (WDOE). This appendix describes the methods used including key definitions, criteria, abbreviations, regulation standards and applicable portions of code requirements used in this analysis. "Wetlands" are delineated using the 1997 Washington State Wetlands Identification and Delineation Manual (WDOE, Pub No. 96-94, March 1997), together with the updated 2010 US Army Corps of Engineers Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Rem (USACE 2010). 4 The field investigation is limited to a determination of the presence or absence of "regulated wetlands" on or near the project site, including offsite areas within 315 feet 5 of the site boundary. If an offsite wetland or stream is known or suspected to be within 315 feet of the project, then the wetland or stream must be evaluated and delineated based on the best available data for offsite areas. [See report Figure 1 for a depiction of the 315-foot radius around the project site.] For an area to be determined a "jurisdictional wetland" it must necessarily meet the scientific definition and triple parameter criteria. These criteria which an investigator must use to determine if a sample test plot is in a "wetland" or "non -wetland" area are limited to the presence of all 3 wetland criteria: hydrophytic vegetation, hydric soils, and persistent wetland hydrology. This means that to make a positive wetland determination, all 3 criteria must be present. The absence of one, two, or all three of the criteria should result in a non -wetland determination. The presence or absence of "field indicators" is used to determine if a criterion is met. If a field indicator is absent, then an indirect indicator may be used. For example, the absence of inundation or saturation during a dry summer field investigation could result in the hydrology criterion not being met. However, the presence or absence of encrusted detritus on twigs or blackened leaves on bare ground in a depression may be used to help verify sufficient inundation during a wetter period of the growing season. The 2010 Regional Supplement Manual stipulates 3 key provisions of the definition of wetlands include: a. Inundated or saturated soil conditions resulting from permanent or periodic inundation or saturation by ground water or surface water (saturation within 12 inches of the surface for at least 20 to 30 consecutive days during periods in the Mesic growing season [March thru October]). In accordance with the USACE 2010 "Manual" (pages 65 & 123): "This standard requires 14 or more consecutive days of flooding, ponding, or a water table 12 inches (30 cm) or less below the soil surface, during the growing season at a minimum frequency of 5 years in 10 (50% or higher probability) (National Research Council 1995) ..." b. A prevalence of vegetation typically adapted for life in saturated soil conditions (i.e. dominance of hydrophytic vegetation). 4 Wetlands are delineated using the 1997 Washington State Wetlands Identification and Delineation Manual, prepared by the Washington State Department of Ecology (WDOE Publication #96-94). The WA Wetlands Manual is required to be used by all state agencies in the application of any state laws and regulations as well as any city or county in the implementation of any regulations under the Growth Management Act. This methodology has been modified at this time to be consistent with the 2010 US Army Corps of Engineers Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains Valleys, and Coast Region (USACE 2010). hqp://www.usace.army.mil/Portals/2/docs/civilworks/regulatory/reg suoo/west mt finalsuoo.ndf 5 The 315-foot distance is the standard buffer width for the highest rated Category 1 wetland, plus 15 feet for a building setback. This represents a reasonable distance from which a "regulated activity" should not impact a "regulated wetland". Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 8of 34 c. The presence of "normal circumstances". The selection of a specific method and procedure for identifying wetlands may follow one of the following methods: • the "routine determination method" for undisturbed and non -problem area wetlands; • the "offsite determination method" for areas within 300' of the site boundary; and/or • the "disturbed area and problem area wetland determination procedures" for areas with disturbed or atypical vegetation, soils or hydrology. If an area is disturbed, then a higher level of analysis such as a "Comprehensive" determination method may be required. The preferred and simplest method is the "ROUTINE Determination Method" for icatyll, generally undisturbed areas with normal environmental conditions. The routine method is used in areas where the vegetation, soils and hydrology condition can be readily observed. For areas that are complex, atypical, disturbed or altered environmental conditions, a "COMPREHENSIVE Determination Method" may be used. The comprehensive method employs transect sampling procedures that may require deeper test holes to be dug in areas that have been filled or graded. Generally, the investigator is looking for a portion of the site (called a test plot) where a "typical condition" exists --where a well established plant community is present with no evidence of recent clearing, grubbing, filling, grading, or soil drainage activities. This situation should occur during a period when "normal circumstances" are present. That is during periods of the year when normal environmental conditions such as moderate rainfall and average antecedent moisture conditions (AMC) exist within a wetland or a watershed area. For the hydrophytic vegetation criterion to be met, a dominant number (i.e. more than 50%) of "OBL, FACW and/or FAC" indicator species must be present in the sample plot (see the discussion of these abbreviations in a later section of this appendix). The vegetation analysis is based on the 3 dominant species in each of 4 vegetation layers (or strata: trees, saplings/shrubs, herbs/grasses, and woody vines). Or if only 1 or 2 vegetation layers exist at the test plot, then 5 dominant species are used to make the determination. If a test plot has no well established vegetation due to recent clearing and grubbing, or the soils have been severely disturbed due to excavation, filling or grading activities, the test plot is called an "atypical situation". In atypical or disturbed situations the wetland determination may be based only on soil borings into the undisturbed soil stratum below the fill line and by hydrology criteria. If an area is disturbed, then a higher level of analysis such as a "comprehensive" determination method may be required. The procedure used for each test plot is indicated on the individual data sheets. The environmental conditions that exist at the site on the day of the field investigations are indicated in field notes and marked in the appropriate "normal" (or not normal) blank at the top of the data sheet. If the vegetation, soils or hydrology are found disturbed, this is explained at the bottom of the sheet. The results for each test plot are recorded on data forms and included with this report in Appendix 2. B. KEY DEFINITIONS USED For this study, "wetlands" are defined using the adopted State of Washington's Growth Management Act definition: "Those areas that are inundated or saturated by surface water or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soils conditions. Wetlands generally include swamps, marshes, bogs, and similar areas." (Corps of Engineers Regulation 33 CFR 328.3, 1988) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 9of 34 (Federal Resister 1982), the Environmental Protection Agency (Federal Register 1985), the Shoreline Management Act (SMA), and the Growth Management Act (GMA) In addition, the SMA and GMA definitions added: "Wetlands do not include those artificial wetlands intentionally created from non -wetland sites, including but not limited to, irrigation and drainage ditches, grass -lined swales, canals, detention facilities, wastewater treatment facilities, farm ponds, and landscape amenities, or those wetlands created after July 1, 1990, that were unintentionally created as a result of the construction of a road, street, or highway. Wetlands may include those artificial wetlands intentionally created from non -wetland areas to mitigate the conversion of wetlands." Another key definition used for this study is the "Ordinary High Water Mark" or "Line" (OHWM). As defined in the Washington Joint Aquatic Resources Permits Application (JARPA), "OHWM means the visible line on the banks where the presence and action of water are so common as to leave a mark upon the soil or vegetation: Provided that in.any area where the ordinary high water line cannot be found the ordinary high water line adjoining saltwater shall be the line of mean higher high water and the ordinary high water line adjoining freshwater shall be the elevation of the mean annual flood." Other key definitions may also apply that are in the adopted City of Tukwila Municipal Code (TMC) for definition and regulations pertaining to wetlands and watercourses (TMC 18.44, Shoreline Overlay District, and TMC 18.45, Environmentally Sensitive Areas) (See Section E in this appendix for more details about applicable City regulations) C. WETLAND IDENTIFICATION AND DELINEATION CRITERIA By Vegetation: When "normal circumstances" exist on the site, vegetation is used where plants are established and relatively undisturbed. These circumstances are considered "typical' situations as compared to "atypical salutations" where one or more of the 3 parameters (vegetation, soil, and/or hydrology) have been sufficiently altered or disturbed. The legal definition of wetlands 6 contains the phrase "under normal circumstances," which was included because there are instances in which the vegetation in wetlands may have been inadvertently or purposely removed or altered as a result of recent natural events or human activities. "Recent" is defined to mean that period of time since legal jurisdiction of an applicable law began. Field Data Form is used for "routine wetland determination" when the 3-parameters (vegetation, soil and/or hydrology) have not been sufficiently altered by recent human activities or natural events to preclude the presence of wetland indicators.'- Test plot in which vegetation, soils, and/or hydrology have not been significantly altered are indicated on the forms by YES for "Do normal circumstances exist?" and by NO for "Is the site significantly disturbed (Atypical situation)?" Do normal circumstances exist on the site? Yes® No❑ Is the site significantly disturbed (Atypical situation)? Yes❑ No® Is the area a potential problem area? Yes[:] No® "Problem areas" apply to certain wetland types (or difficult conditions) that may make application of field indicators of one or more parameters difficult to determine, at least at certain times of the year. These are not considered to be "atypical situations". Instead they are types of wetlands in which an indicator(s) of one or more parameters may be periodically lacking due to normal environmental conditions or seasonal " WDOE 1997 Manual, paragraph 25a, page 9, Definition (from Federal Register, SMA and GMA) 7 Based on WDOE 1997 Manual, Appendix A, Glossary definition for "Atypical situation" Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 10of 34 or annual variations in environmental conditions that result from causes other than human activities or catastrophic natural events. i For this study, vegetation is used as a primary field indicator, and documented at an individual test plot (TP1) as recorded on the Field Data Form in Appendix 2. The interpretation of data for determining areas as "wetland" or "non -wetland" are based on dominance of hydrophytic vegetation, which means that the presence of hydrophytes is more than 50% of the listed indicator species at each test plot. A plant species is considered dominant in a test plot if more than 10% of the plants growing in that area appear to be the same species. This is an estimate of the relative density of a species in a sample area. By routine methods, this is usually made by visual inspection of the dominant plants in a representative sample area. As defined in the USACE 2010 Manual, a dominant species exerts a controlling influence on or defines the character of a plant community. Dominance on the other hand is used as a descriptor of vegetation that is related to the standing crop of a species in an area, usually measured by height, aerial cover, or basal area (for trees). This should not to be confused with a vegetation class that must comprise more than 30% of the aerial cover in the entire wetland (or upland). The TP1 location is shown on the Site Plan Map (Figure 5) and on our Field Data Form in Appendix 2. Onsite data are extrapolated to adjacent offsite areas where applicable. Plant indicator species are listed on the Field Data Forms in the areas where vegetation is relatively well established and can be identified. Where onsite vegetation is not significantly disturbed, it is generally used for "wetland" and "non -wetland' determinations. If more than 50% (i.e. 51 or more percent) of the dominant plant species in a test plot are OBL, FACW and FAC, then the hydrophytic vegetation criteria is said to be met and it is marked "yes" on the field data form. The specie identifications are based on available plant keys such as Hitchcock and Cronquist's Flora of the Pacific Northwest (1973). To determine whether plant species exhibit hydrophytic adaptations, if they are native or non-native (introduced), and which strata (tree, shrub, herb) they normally occupy, we use the National List of Plant Species That Occur in Wetlands: Northwest (Region 9), published by the US Fish and Wildlife Service, May 1988. The indicator statuses for the various species found in the area are determined based on the National List together with the December 1993 supplement for the Northwest Region. The indicator status describes the estimated probability of a plant species occurring in wetlands. Parenthesis ( ) around an indicator signifies the status is assigned by JCA. A question mark (?) after an indicator signifies it is tentative based on JCA field experience & observations. Indicators are: OBL = Obligate Wetland species: "almost always occurs", >99% probability FACW = Facultative Wetland species: "usually occurs", 67-99% probability FAC = Facultative species: "equally likely to occur", 34-66% probability FACU = Facultative Upland species: "usually occurs in non -wetlands", 67-99% probability UPI, = Upland species: "almost always occurs in non -wetlands", >99% probability NI = No Indicator assigned: if a species does not occur in wetlands in any region of the National List, then "no indicator is assigned". + = Slightly more frequently found in wetlands - = Slightly less frequently found in wetlands * = Tentative assignment based on either limited information or conflicting reviews from the 1993 Northwest Supplement of the National List. By Soils: For wetland (or "hydric") soil determinations, we use the hydric soil criterion prescribed in Part III of the 1993 Washington State Wetland Manual. Hydric soils are defined as "a soil that formed under conditions 8 WDOE 1997 Manual, paragraph 77, page 81, Section G: Problem Areas Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 1 lof 34 of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part" (USDA-NRCS 1995, Federal Register, 7/13/94, Vol. 59, No. 133, pp. 35680- 83). The National Technical Committee for Hydric Soils (NTCHS) has established the `criteria' for soil classification and `field indicators' for hydric soil determination (see Reference in Appendix 5). In general, a hydric soil determination is made based on primary soil color indicators and secondary indicators in representative sample test plots that we examine onsite in the upper 12" to 16" of the soil profile. If a soil is saturated long enough, then that soil may be determined as hydric based on its color indicators. Notice that the hydrology criteria usually means that the soil remains saturated for at least 20 or more consecutive days during the early growing season when soil temperatures are above biologic zero (4loF) as measured at a depth of 16" below the soil surface. In general, "organic hydric soils" develop as a result of prolonged anaerobic conditions with long periods of saturation impeding decomposition (peat or muck) and have greater than 16" of organic matter in the surface layer (Histosols). "Mineral hydric soils" have less than 16" of organic matter (if some is present, then it may have a'histic epipedon'). They are saturated for more than 15 consecutive days during the rg owin season eason (the period when soil temperatures are above biologic zero, 410F, as defined by "Soil Taxonomv", 1975; usually March -October), and contain dominant gleying and/or redoximorphic features. The soil color and/or presence of redoximorphic features 2 or gleying in a sample are primary field indicators of whether a mineral soil is either hydric or non-hydric soil. Non-hydric soils are generally a dark brown to rusty red or yellowish brown in their matrix color. Hydric soils are generally black, very dark brown, grayish brown to gray, or washed out in color. A field indicator for a saturated organic hydric soil is a rich black matrix color of say 2/1 or 2/2. A field indicator for a saturated mineral soil is a leached matrix color of say 3/1 or 4/1 or 511 or 6/1). A hydric mineral soil may have a low chroma color feature (at least 1 if no redoximorphic features are present or a chroma 2 if prominent redox features are present in the soil matrix). Gleying and prominent redoximorphic features are color indicators of prolonged saturation and indicate that anaerobic conditions probably exist for sufficient periods of time to develop wetland soils. Gleyed soils are generally bluish -green to grayish -green in color throughout the soil mass or in mottles (spots or streaks) interspersed within the dominant soil color (matrix color) in a layer (soil horizon). Gleying results from the leaching of the dissolved (reduced) iron and manganese minerals out of the soil matrix. Soils gleyed to the surface or to the surface layer of organic material are generally considered hydric. Soils that are saturated throughout the year are usually uniformly gleyed to the surface (Tiner and Veneman 1987). Redoximorphic features or "mottles" are generally yellow to reddish brown blotches or spots accumulating in mineral soil due to a fluctuating water table during the growing season. The size, number and color of redox features reflect the duration of soil saturation and thus whether the soil is hydric. Redox features in hydric soils should be "distinct" or "prominent" in the upper horizon. Mineral soils that have a dark grayish matrix color (chroma 2 or less) with distinct or prominent redox features are hydric if the features are not relic. Mineral soils with a predominantly brown or yellow matrix color (chroma of 3 or more) and light gray redox features are not usually hydric. t—° The National Technical Committee for Hydric Soils has developed criteria for identifying hydric soils and a list of the Nation's hydric soils is maintained by the National Resource Conservation Service (NRCS 9 "Redoximorphic features" are formed by the processes of reduction, translocation, or oxidation of Fe and Mn oxides (formerly called mottles and low chroma colors). Redox concentrations (reddish mottles) occur as pore linings along root channels and ped faces (Vepraskas, 1994). "Distinct" and "prominent" are defined in the glossary of the reference text Field Indicators ofHydric Soils in the United States. 10 Hydric Soils Guidebook, Washington State Department of Ecology, Pub 490-20, July 1990 Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 12of 34 [formerly Soil Conservation Service, SCS], 1987). A federal manual has also been published by the USDA-NRCS that describes current methods and limitations for identifying hydric soils for the National and State lists. The NRCS maintains the list of hydric soil map units for each county in the US. The list is used for identifying which soils are hydric based on the local soil series descriptions. These soil series descriptions for soil map units are indicated by this study as within or associated with the project site. The soil descriptions for the mapped areas may be found in the 1973 [NRCS] Soil Survey of King County (see the References appendix for information about the Pierce County Soil Survey Report). By Hydrology: Hydrology observations at each sample plot are indicated on the Field Data Forms provided with this report in Appendix 2. The saturation and water level data together with the respective date that the measurement was made are shown on the data form. For wetland hydrology determination, we use the "USACE Manual, 2010" for wetland hydrology indicators. The presence of inundation and/or saturation for a sufficient "hydroperiod" is determined based on the depth to saturation including capillary fringe. This depth must be 12" or less as measured from the ground surface. In wetland margins this may also include observations or assumptions based on the presence or absence of hydric soils and hydrophytic vegetation when there is a general lack of saturation or standing water due to observations made during dry periods during the water year. Other field indicators are also used to help determine the presence or absence of sufficient hydrology for a positive or negative wetland determinations. These indicators include topographic features and elevations, encrusted detritus or debris, silt lines, hydraulic gradients, free -water in a pit or soil probe hole, and tributary area analysis of onsite and offsite drainage. If the saturation level is determined to be below 12" for more than 7 consecutive days during the growing season, then the primary indicator for saturation may not sufficient for a positive wetland determination. If the saturation level falls below 12" during the period before or after the 1.2" measurement is made, then the test plot is determined to be non -wetland by hydrology. After a wetland determination is made, the wetland area is analyzed to determine if it is a high quality wetland or if it has any of several irreplaceable ecological functions. The wetland is then analyzed for any significant habitat values such as size, classifications, plant species diversity, structural diversity, special habitat features, buffer conditions, and connection to streams or other habitat areas. D. WETLAND CLASSIFICATION (NON -TIDAL) Wetlands identified by this study are classified using a hierarchical multi -level approach developed by the US Fish and Wildlife Service for their scientific classification system. The classification system is published in the report titled Classification of Wetlands and Deep Water Habitats of the United States, FWS/OB S-79/3 1, by Cowardin, et al. (December 1979). The system of classification divisions is based on habitats that share the influence of similar hydrology, geomorphology, chemical, or biological factors. The wetland systems involved in the project site are generally limited to "Palustrine" systems. Palustrine wetlands (these are the only wetlands identified within this study area) are divided into 9 classes with 24 different subclasses. These are determined by either the substrate material or the `dominance vegetation' associated with a respective non -tidal area. The classes of non -tidal palustrine systems are as follows: CLASS [NON -TIDAL] (RB) Rock Bottom (UB) Unconsolidated Bottom Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 13of 34 (AB) Aquatic Bed (US) Unconsolidated Shore (NIL) Moss -Lichen (EM) Emergent (SS) Scrub -Shrub (FO) Forested (OW) Open Water (unknown bottom) The subclasses are not identified in this study area but if assigned they would be based on the substrate material or `dominance vegetation' associated with the non -tidal area. `Dominance types' may also be characterized within freshwater Palustrine Systems based on different invertebrate fauna that typically inhabit these areas. Water regimes are assigned for each class based on the hydroperiod or duration of flooding (inundation) or saturation associated with the non -tidal area. These are defined for non -tidal (freshwater) areas as follows: WATER REGIME [NON -TIDAL] (A) Temporarily flooded: flooded (inundation by surface water) for brief periods during growing season but the water table is otherwise well below the soil surface (B) Saturated: substrate is saturated for an extended period during growing season but surface water is seldom present (C) Seasonally flooded: flooded for extended periods during the growing season, but usually no surface water by the end of the growing season (D) Seasonally flooded/well drained (E) Seasonally flooded/saturated: flooded for periods, but usually saturated by groundwater at or near the surface thru most of the growing season (F) Semipermanently flooded: flooded throughout growing season in most years, when surface water is absent, water table is at or near the surface (G) Intermittently exposed: flooded throughout year except in years of extreme drought (H) Permanently flooded: flooded (water covers land surface) throughout the year in all years (J) Intermittently flooded: surface is usually exposed with surface water present for variable periods with no seasonal pattern (K) Artificially flooded (W) Intermittently flooded/temporary (Y) Saturated/semi-permanent/seasonal (Z) Intermittently exposed/permanent (U) Unknown SPECIAL MODIFIERS (b) beaver (d) partially drained/ditched (f) farmed (h) diked/impounded (r) artificial substrate (s) spoil (x) excavated Other modifiers for water chemistry and soil may also be employed to more adequately describe the wetland and deepwater habitats. These may be applied at the class or lower level in the hierarchy. The farmed modifier may also be applied to the ecological system. The class of a particular wetland describes its general appearance in terms of either the dominant vegetation or the substrate. When over 30% cover by vegetation is present, a vegetation class is used (e.g., "emergent", "scrub -shrub" and/or' forested'). When less than 30% of the substrate is covered by vegetation, then a substrate class is used (e.g., "unconsolidated bottom", "aquatic bed', or "moss -lichen"). Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 14of 34 Typical demarcations of these classes of palustrine wetland systems are shown in the Cowardin report. [Also reference is made to the current (1988) National Wetlands Inventory (NWI) map and legend.] Wetlands that have a single vegetation species that dominate 90% of the total wetland area are called a "mono -type". This may occur where more than the one species is present but the total area of their coverage is less than 10%. If another vegetation class or species dominates more than 10% of the wetland, then it has higher habitat diversity. This can be based on the number of plant species found in a class, the number and quality of the structural layers and the interspersion of classes which creates increased "edge effect" and habitat diversity. This may also result in a higher wetland "rating". E. KING COUNTY WETLAND REGULATION AND BUFFER STANDARDS Wetlands are rated for regulatory purposes using the 4-tiered system published in the Washington State Department of Ecology "Wetlands Rating_System for Western Washington", August 2004, "version 2" revised 2006, updated January 2015 (WDOE Pub #04-06-025). However, this rating is not used in this analysis for no regulated wetlands are found located within this site. WATERCOURSES are rated and regulated somewhat separately in accordance with the City of Tukwila Municipal Code (TMC) regulations pertaining to wetlands and watercourses (TMC 18.44, Shoreline Overlay District, and TMC 18.45, Environmentally Sensitive Areas). The regulations and standards are found online at: http:Hrecords.tukwilawa.gov/WebLink8/l/doc/56618/Electronic.aspx. The items highlighted in yellow in this appendix indicate the specific items that apply to this project site. 18.45.080 Wetlands Desienations, Ratines and Buffers [page 18-1761 WETLAND RATINGS — In accordance with the City of Tukwila Sensitive Areas Regulations (TMC 18.45.080, B), wetlands shall be designated (or `rated') in accordance with the Washington State Wetlands Rating System for Western Washington, (Washington State Department of Ecology, August 2004, Publication #04-06-025) as Category I, Il, III, or IV as listed below: 1. Category I wetlands are those that: i) represent a unique or rare wetland type; or ii) are more sensitive to disturbance than most wetlands; or iii) are relatively undisturbed and contain ecological attributes that are impossible to replace within a human lifetime; or iv) provide a high level of functions. The following types of wetlands listed by Washington Department of Ecology and potentially found in Tukwila are Category I: a. Estuarine wetlands (deepwater tidal habitats with a range of fresh -brackish -marine water chemistry and daily tidal cycles, salt and brackish marshes, intertidal mudflats, bays, sounds, and coastal rivers); b. Wetlands that perform many functions well and score at least 70 points in the Western Washington Wetlands Rating System. 2. Category II wetlands are difficult, though not impossible, to replace and provide high levels of some functions. These wetlands occur more commonly than Category I wetlands, but still need a relatively high level of protection. The following types of wetlands listed by Washington Department of Ecology and potentially found in Tukwila are Category II wetlands: a. The wetland is documented as regionally significant waterfowl or shorebird areas by the State Department of Fish and Wildlife. b. Wetlands that perform functions well. Wetlands scoring between 51-69 points (out of 100) on the questions related to the functions present. 3. Category III wetlands have a moderate level of functions (scores between 30 and 50 points). Wetlands scoring between 30-50 points generally have been disturbed in some ways and are often less diverse or more isolated from other natural resources in the landscape than Category II wetlands. 4. Category IV wetlands have the lowest levels of functions (scores less than 30 points) and are often heavily disturbed. While these are wetlands that should be able to be replaced or improved, they still need protection because they may provide some important functions. Any disturbance of these wetlands will be considered on a case by case basis. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 15of 34 WETLAND BUFFERS — In accordance with the City of Tukwila Sensitive Areas Regulations (TMC 18.45.080, C), wetland buffers shall be established adjacent to and along the edge of designated wetland areas. The purpose of the buffer area is to protect the integrity, functions and values of the wetland area. Any land alteration must be located out of the buffer areas as required by the TMC section for buffer widths, unless the standard buffer width is modified as may be recommended by the wetland specialist together with a buffer enhancement plan and approved by the City. In accordance with the City of Tukwila Sensitive Areas Regulations (TMC 18.45.080, D), The following standard buffers shall be established from the wetland edge: 1. Category I and II Wetland: 100-foot buffer. 2. Category III Wetland: 80-foot buffer. 3. Category IV Wetland: 50-foot buffer. In accordance with the City of Tukwila Sensitive Areas Regulations (TMC 18.45.080, E), setbacks shall be established along the buffer boundary as follows: 1. All commercial and industrial buildings shall be set back 15 feet and all other development shall be set back 10 feet from the buffer's edge. The building setbacks shall be measured from the foundation to the buffer's edge. Building plans shall also identify a 20-foot area beyond the buffer setback within which the impacts of development will be reviewed. 2. The Director may waive setback requirements when a site plan demonstrates there will be no impacts to the buffer from construction or occasional maintenance activities (see Figure 18-2). CHAPTER 18.44, SHORELINE OVERLAY DISTRICT [page 18-135] Sections: 18.44.020 Shoreline Environment Designations 18.44.030 Principally Permitted Uses and Shoreline Use Matrix 18.44.040 Shoreline Residential Environment — Uses 18.44.050 Urban Conservancy Environment - Uses 18.44.060 High Intensity Environment - Uses 18.44.065 Aquatic Environment - Uses 18.44.070 Development Standards 18.44.080 Vegetation Protection and Landscaping 18.44.090 Environmentally Sensitive Areas within the Shoreline Jurisdiction 18.44.100 Public Access to the Shoreline 18.44.110 Shoreline Design Guidelines 18.44.120 Shoreline Restoration 18.44.130 Administration 18.44.140 Appeals 18.44.150 Enforcement and Penalties 18.44.160 Liability 18.44.020 Shoreline Environment Desienations [page 18-135] All shoreline within the City is designated "urban" and further identified as follows: 1. Shoreline Residential Environment. All lands zoned for residential use as measured 200 feet landward from the Ordinary High Water Mark (OHWM). 18.44.030 Principally Permitted Uses and Shoreline Use Matrix [page 18-135] A. TMC Section 18.44.030(A), including the Use Matrix (Figure 18-1), specifies the uses that are permitted outright, permitted as a Conditional Use or prohibited altogether for each Shoreline Environment. Also included are special conditions and general requirements controlling specific uses. These regulations are intended to implement the purpose of each Shoreline Environment designation. 18.44.040 Shoreline Residential Environment — Uses [page 18-136 to 137] A. Shoreline Residential Buffer — Delineated Uses. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 16of 34 IThe Shoreline Residential River Buffer shall consist of the area needed to achieve a 2.5:1 slope of the jriver bank, measured from the toe of the bank to the top of the bank, plus 20 linear feet measured from_ the top of the bank landward; provided, that in no case shall the Shoreline Residential Buffer be less .than 50 feet landward of the OHWM:' 1. Permitted Uses. 2. Conditional Uses. B. Shoreline Residential Environment Outside of Buffer — Permitted Uses. The following uses are permitted within the Shoreline Residential Environment outside of the Shoreline Residential River Buffer. Uses shall meet the purposes and criteria of the Shoreline Environment Designation section. 1. Permitted Uses. The Shoreline Residential Environment shall contain residential, recreational and limited commercial uses and accessory uses as allowed in the underlying zoning district. In addition, the Shoreline Residential Environment shall allow the following uses: a. All uses permitted in the Shoreline Residential River Buffer. CHAPTER 18.45, ENVIRONMENTALLY SENSITIVE AREAS [page 18-170] Sections: 18.45.010 Purpose 18.45.020 Best Available Science 18.45.030 Sensitive Area Applicability, Maps and Inventories 18.45.040 Sensitive Areas Special Studies 18.45.050 Interpretation 18.45.060 Procedures 18.45.070 Sensitive Area Permitted Uses 18.45.080 Wetlands Designations, Ratings and Buffers 18.45.090 Wetland Alterations and Mitieation 18.45.100 Watercourse Designations, Ratings and Buffers 18.45.110 Watercourse Alterations and Mitieation 18.45.120 Areas of Potential Geologic Instability Designations, Ratings and Buffers 18.45.130 Areas of Potential Geologic Instability. Uses, Exemptions, Alterations and Mitigation 18.45.140 Abandoned Mine Areas 18.45.150 Fish and Wildlife Habitat Conservation Areas — Designation, Mapping, Uses and Standards 18.45.160 Sensitive Area Master Plan Overlay 18.45.170 Sensitive Areas Tracts and Easements 18.45.180 Exceptions 18.45.190 Appeals 18.45.195 Enforcement and Penalties 18.45.200 Recording Required 18.45.210 Assurance Device 18.45.220 Assessment Relief 18.45.030 Sensitive Area AnWicability, Maps, and Inventories [page 18-170) G. SENSITIVE AREAS MAPS AND INVENTORIES [page l 8- l 71 ] 1. The distribution of many sensitive areas in Tukwila is displayed on the Sensitive Areas Maps, on file with the Department of Community Development (DCD). These maps are based on site assessment of current conditions and review of the best available scientific data and are hereby adopted by reference. 2. Studies, preliminary inventories and ratings of potential sensitive areas are on file with the Department of Community Development. 3. As new environmental information related to sensitive areas becomes available, the Director is hereby designated to periodically add new information to the Sensitive Areas Maps. Removal of any information from the sensitive area maps is a Type 1 decision. 4. Regardless of whether a sensitive area is shown on the sensitive areas map, the actual presence or absence of the features defined in the code as sensitive areas shall govern. The Director may require the applicant to submit technical information to indicate whether sensitive areas actually exist on or adjacent to the applicant's site, based on the definitions of sensitive areas in this code. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 17of 34 5. All revisions, updates and reprinting of sensitive areas maps, inventories, ratings and buffers shall conform to TMC Chapter 18.45. 18.45.040 Sensitive Areas Special Studies [page 18-171] A. Application Required. An applicant for a development proposal that may include a sensitive area and/or its buffer shall submit those studies as required by the City and specified below to adequately identify and evaluate the sensitive area and its buffers. B. Wetland and Watercourse Sensitive Area Studies. [page 18-171] The sensitive area study shall contain the following information, as applicable: 1. The name and contact information of the applicant, a description of the proposal, and identification of the permit requested; 2. A copy of the site plan for the development proposal showing: sensitive areas and buffers and the development proposal with dimensions, clearing limits, proposed storm water management plan, and mitigation plan for impacts due to drainage alterations; 3. The dates, names and qualifications of the persons preparing the study and documentation of any fieldwork performed on the site; 4. Identification and characterization of all sensitive areas, water bodies, and buffers adjacent to the proposed project area or potentially impacted by the proposed project as described in the following sections: a. Characterization of wetlands must include: [page 18-172] (1) A wetland delineation report that includes methods used, field indicators evaluated and the results. Wetland delineation must be performed in accordance with approved federal wetland delineation manual and applicable regional supplements. Field data forms are to be included in the report. Data collection points are to be shown on the site plan with their corresponding numbers indicated. After the City of Tukwila confirms the boundaries, they are to be professionally surveyed to the nearest square foot and the site plan modified as necessary to incorporate the survey data. Exact wetland acreage will be calculated after the boundaries have been surveyed. (2) Cowardin (Classification of Wetlands and Deepwater Habitats of the U.S. — U.S. Department of Interior) classification of the wetland(s). (3) Hydrogeomorphic classification of the wetland(s). (4) Hydroperiod. (5) Brief landscape assessment of the wetland (identify hydrologic basin/sub-basin; inlets, outlets; surrounding land use; habitat quality and connectivity; ultimate point of discharge; presence of culverts or other constraints to flow; relationship to other wetlands/watercourses adjacent to or potentially impacted by the proposed project). (6) Description of buffer size per this chapter, conditions (topographic considerations, existing vegetation types and density, habitat features, watercourse edges, presence of invasive species, etc.) and functions. (7) Functional assessment. For proposed wetland filling or proposed projects that will impact buffers the Washington Wetland Classification System shall be used as a functional assessment. (8) Classification of the wetland under Tukwila's rating system. b. Characterization of the watercourses on site or adjacent to the site must include: [page 18-172] (1) Description of flow regime, physical characteristics of streambed, banks, dimensions and bank -full width, stream gradient, stream and buffer vegetation conditions, habitat conditions, and existing modifications. (2) Brief landscape assessment of the watercourse (identify hydrologic basin/sub-basin, and contributing basin area acreage, outlets, surrounding land use, habitat quality and connectivity, ultimate point of discharge, presence of culverts or other constraints to flow, presence of man- made or natural barriers to fish passage, relationship to wetlands or other watercourses adjacent to or potentially impacted by the proposed project, flow regime). ,(3) Classification of the watercourse under Tukwila's rating system,. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 18of 34 (4) Description of buffer size per this chapter, conditions (topographic considerations, existing vegetation types and density, habitat features, watercourse edges, presence of invasive species; etc.) and functions: (5) Description of habitat conditions, wildlife/fish use of the watercourse, including sensitive, threatened or endangered species. c. Citation of any literature or other resources utilized in preparation of the report. 5. A statement specifying the accuracy of the study and assumptions used in the study. 6. Determination of the degree of hazard and risk from the proposal both on the site and on adjacent properties. 7. An assessment of the probable cumulative impacts to sensitive areas, their buffers and other properties resulting from the proposal. 8. A description of reasonable efforts made to apply mitigation sequencing to avoid, minimize and mitigate impacts to sensitive areas. 9. Plans for adequate mitigation to offset any impacts. 10. Recommendations for maintenance, short-term and long-term monitoring, contingency plans and bonding measures. 11. Any technical information required by the Director to assist in determining compliance with TMC Chapter 18.45. 18.45.100 Watercourse Designations. Ratings and Buffers [page 18-180] A. WATERCOURSE RATINGS— Watercourse ratings are consistent with the Washington Department of Natural Resources water typing categories (noted in parentheses after each category), which are based on the existing habitat functions and are rated as follows: 1. Tvpe 1 (S) Watercourse: Watercourses inventoried as Shorelines of the State, under RCW 90.58. These watercourses shall be regulated under TMC Chapter 18.44, Shoreline Overlay. 2. Type 2 (F) Watercourse: Those watercourses that are known to be used by fish or meet the physical criteria to be potentially used by fish and that have perennial (year-round) or seasonal flows. 3. Tag 3 ft) Watercourse: Those watercourses that have perennial flows and do not meet the criteria of a Type F stream or have been proven not to contain fish using methods described in the Forest Practices Board Manual Section 13. 4. TWe 4 ON Watercourse: Those watercourses that have intermittent flows (do not have surface flow during at least some portion of the year) and do not meet the physical criteria of a Type F watercourse. B. WATERCOURSE BUFFERS — Any land alteration must be located out of the buffer areas as required by this section. Watercourse buffers are intended in general to: 1. Minimize long-term impacts of development .... (continued thru #10, see TMC, page 18-180] An undisturbed sensitive area or buffer may substitute for the yard setback and landscape requirements of TMC Chapter 18.50 and 18.52. C. WATERCOURSE BUFFER WIDTHS — [page 18-181 ] The following buffer widths, measured from the Ordinary High Water Mark (OHWM), apply to each side of a watercourse. If the OHWM cannot be determined, then the buffer will be measured from the top of bank: 1. Type 1 (S) Watercourse: Regulated under TMC Chapter 18.44, Shoreline Overlay. 2. Type 2 (F) Watercourse: 100-foot-wide buffer. 3. Type 3 (Np) Watercourse: 80-foot-wide buffer. 4. Type 4 (Ns) Watercourse: 50-foot-wide buffer. D. BUFFER SETBACKS — 1. All commercial and industrial buildings shall be set back 15 feet and all other development shall be set back 10 feet. Building setbacks shall be measured from the foundation to the buffer's edge. Building plans shall also identify a 20-foot area beyond the buffer setback within which the impacts of development will be reviewed. 2. The Director may waive setback requirements when a site plan demonstrates there will be no impacts to the buffer from construction or occasional maintenance activities (see TMC Figure 18-2). Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 19of 34 APPENDIX 2 FIELD DATA FORMS WITH SOIL SURVEY MAP AND TOPOGRAPHY MAP OF THIS AREA Completed by John Comis Associates (JCA) Dated 5/5/15 Source: US Army Corps of Engineers Regional Supplement to the Corps o�ineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (USACE 2010). INTRODUCTION: the determination of "wetlands" is done for regulatory purposes using the 1997 Washington State Wetlands Identification and Delineation Manual (WDOE, Pub No. 96-94, March 1997), together with the updated US Army Corps of Engineers Regional Supplement (USACE 2010). This is done by JCA to support a non -wetland determination in accordance with City of Tukwila Code requirements. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 20of 34 WETLAND DETERMINATION DATA FORM —Western Mountains, Valleys, and Coast Region Project/Site: Hoanq Le & Lanna Luong SFR 0 Tukwila City/County: King Sampling Date: 5l5/15 Applicant/Owner: Hoanq Le & Lanna Luong State: WA Sample Test Plot: TP1 Investigator(s): John G. Comis, PWS, John Comis Associates, LLC Section -Township -Range: NW'/. of Section 14-T23N-R4E Landform (hillslope, terrace, etc.): river valley Local relief (concave, convex, none): Flat Slope (%): < 1% Subregion (LRR): Northwest Forests and Coasts (LRR A) Lat: Long: Parcel No.: 217200-0180 Soil Map Unit Name: see map NWI classification: none Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.) Are Vegetation X Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes X No Are Vegetation , Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks. at edge of mowed yard SUMMARY OF FINDINGS — See Site Plan Map for sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No X Is the Sampled Area Hydric Soil Present? Yes No X within a Wetland? Yes No X Wetland Hydrology Present? Yes No X Remarks: this sample test plot is located along the top of bank at 23 feet north of the Southern property line and 3 feet west of the eastern property line (approx. located by JCA measurements). Vegetation is problematic because of past clearing and grading for levee construction; now overgrown with native and non-native plants. The vegetation cover extends SE from the top of the bank down the steep bank to the toe at the edge of the Ordinary High Water Mark (OHWM). The mowed yard extends NW from the top of the bank to the front of the project site at 56 h Ave. S. There are planted ornamental vegetation within the landscaped portions of the site, but the SE side of the site out to the Duwamish River is overgrown with native and non-native species (mostly blackberries). VFGFTATIDN — I lsp scientific names of nlants Absolute Dominant Indicator Dominance Test worksheet: Tree Stratum (Plot size: ) % Cover Species? Status Number of Dominant Species 1. Bitter cherry (Prunus emarginata) 10 Y FACU* That Are OBL, FACW, or FAC: 0 (A) 2. Total Number of Dominant 3. Species Across All Strata: 9 (B) 4. Percent of Dominant Species = Total Cover That Are OBL, FACW, or FAC: 0% (A/B) Sapling/Shrub Stratum (Plot size: ) 1. Snowbrush (Ceanothus velutinus) 10 .....Y UPL Prevalence Index worksheet: 2. English holly (Ilex angustifolia) 5 Y NI(UPL) Total % Cover of: Multiply by: 3. OBL species x 1 = 4. Column Totals: (A) (B) 5. Prevalence Index = B/A = = Total Cover Herb Stratum (Plot size: ) Hydrophytic Vegetation Indicators: 1. Herb -Robert (Geranium robertianum) 10 Y FACU* Dominance Test is >50% 2. Morning glory (Convolvulus arvensis) 10 Y FACU — Prevalence Index is 53.0' 3. cinquefoil (Potentilla gracillis or erecta) 5 Y NI(UPL) — Morphological Adaptations' (Provide supporting 4. St. John's wort, common (Hypericum perforatum) 5 Y NI(UPL) — data in Remarks or on a separate sheet) 5. dandelion, common (Taraxacum ofcinale) 5 Y FACU _ Wetland Non -Vascular Plants' 6. plantain, comm. broadlf. (Plantago major) 5 Y FACU+ _ Problematic Hydrophytic Vegetation' (Explain) = Total Cover 'Indicators of hydric soil and wetland hydrology must Woody Vine Stratum (Plot size: ) be present, unless disturbed or problematic. 1. Himalayan blackberry (Rubus armeniacus) 30 Y FACU 2. Hydrophytic 90 Total Cover Vegetation Present? Yes No X % Bare Ground in Herb Stratum Remarks: dominants are not hydrophytes US Army Corps of Engineers Western Mountains, Valleys, and Cost —Version 2.0 SOIL Sample Test Plot: TP1 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth: Inches Matrix: Color moist % Redox features: Color moist % Type' Loc2 Texture Remarks: 0-20" 10 r3/3 100 none gray. sandy loam very dry friable soil to bottom 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. `Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils': _ Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Depleted Below Dark Surface (Al 1) _ Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) Sandy Gleyed Matrix (S4) Restrictive Layer (if present): Type: Depth (inches): Remarks: soil is not HYDROLOGY Sandy Redox (S5) _ Stripped Matrix (S6) Loamy Mucky Mineral (F1) (except MLRA 1) Loamy Gleyed Matrix (F2) _ Depleted Matrix (F3) Redox Dark Surface (F6) _ Depleted Dark Surface (F7) Redox Depressions (F8) Hydric Soil Present? Yes _ 2 cm Muck (Al0) Red Parent Material (TF2) Very Shallow Dark Surface (TF-12) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. No X Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply) Secondary Indicators (2 or more required) _ Surface Water (Al) _ Water -Stained Leaves (139) (except MLRA _ Water -Stained Leaves (69) (MLRA 1, 2, _ High Water Table (A2) 1, 2, 4A, and 48) 4A, and 46) _ Saturation (A3) _ Salt Crust (B11) _ Drainage Patterns (B10) _ Water Marks (61) _ Aquatic Invertebrates (613) _ Dry -Season Water Table (C2) _ Sediment Deposits (62) _ Hydrogen Sulfide Odor (Cl) _ Saturation Visible on Aerial Imagery (C9) _ Drift Deposits (133) _ Oxidized Rhizospheres along Living Roots (C3) _ Geomorphic Position (D2) _ Algal Mat or Crust (134) _ Presence of Reduced Iron (C4) _ Shallow Aquitard (D3) _ Iron Deposits (65) _ Recent Iron Reduction in Tilled Soils (C6) _ FAC-Neutral Test (D5) _ Surface Soil Cracks (66) _ Stunted or Stressed Plants (D1) (LRR A) _ Raised Ant Mounds (D6) (LRR A) _ Inundation Visible on Aerial Imagery (137) _ Other (Explain in Remarks) _ Frost -Heave Hummocks (D7) _ Sparsely Vegetated Concave Surface (68) Field Observations: Surface Water Present? Yes No X Depth (inches): Water Table Present? Yes No X Depth (inches): Saturation Present? Yes No X Depth (inches): to bottom at 22" Wetland Hydrology Present? Yes No X includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No saturation or inundation was present at this time, and no secondary indicators to bottom of the test hole at 22" deep. US Army Corps of Engineers Western Mountains, Valleys, and Cost —Version 2.0 47" 29'8"N 47- 29 45' N b Soil Map —City of Seattle, Washington, and King County Area, Washington N (Le & Luong SFR @ Tukwila) 555050 555130 555210 555290 555370 555450 555530 3 3 Map Scale: 1:3,430 if printed on A portrait (8.5" x it") sheet ' � Metes N ~ 0 50 100 200 300 n Feet 0 150 300 600 900 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone SON WGS84 WNatural Resources Web Soil Survey 6/24/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 47- 29' 8" N 47- 29 45" N Soil Map --City of Seattle, Washington, and King County Area, Washington Le & Luong SFR @ Tukwila Map Unit Legend City of Seattle, Washington (WA775) Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOI NOTCOM No Digital Data Available 43.5 81.2% Subtotals for Soil Survey Area 43.5 81.2% Totals for Area of Interest 63.6 100.0% King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOI Ur Urban land 10.1 18.8% Subtotals for Soil Survey Area 10.1 18.8% Totals for Area of Interest 63.6 100.0% v5pg Natural Resources Web Soil Survey 6/24/2015 r� Conservation Service National Cooperative Soil Survey Page 3 of 3 i APPENDIX 3 PHOTOGRAPHS OF EXISTING ONSITE AND ADJACENT OFFSITE AREAS By John Comis Associates (JCA) Taken: 5/5/15 INTRODUCTION The photographs in this appendix were taken at the Project site by JCA during our site visit on 5/5/15, together with other photos that were taken of this area at that time. The consecutive digital image (IMG) numbers are indicated after the photo numbers and comments. All of these digital photographs are on file at JCA and can be provided if needed upon request. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 21of 34 Photo #1: Looking in a SE direction toward sample test plot #1 (TP1), which indicates a non -wetland determination (see Appendix 2 for field data form) typical for the entire area along the upper bank of the Duwamish River adjacent to this project site. Also see the following photos that show the upper bank. (IMG-0342, Taken 515115) Photo #2 to this site. Note the dense vegetation (facultative upland and upland indicator species), which are established along the upper portion of the steep bank that extends along the entire onsite and adjacent offsite properties. {IMG-0340, Taken 515115) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 22of 34 Photo #3: Looking in a SE direction from TPI across the river toward the far or opposite bank. Note that "downstream" is to the right in the photo, and the far bank appears to be similar to the near bank along the project site bank in this reach. (IMG-0368, Taken 515115) Photo #4 the near bank along the project site. Note the lower limit of vegetation growth along the bank that indicates the Ordinary High Water Mark (OHWM) from which buffer widths are measured. (IMG-0366, Taken 515115) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 23of 34 Ar r ' - ' �` . �'*' 2•- - '{. fit'" r� + � el (�, f x� y 9!t J..� lrf�11�th's.. y{{.��4g` ��lr '♦`iw.t.•+� N aFt � :'i• r�� '•� � 'y •' �1 ` 1�`F r.�""� . .. �',�'! i .+�5�:..ax��«1'�'Y-.. "Ys�� •; i f�i`ll.. _ "'�+j,G�.. � Photo #7: Looking SE from the "Set Corner" along the northern property line (see Figure 5) at the existing cherry tree (22" dbh) near the point where the OHWM measurement was located (see next photo). (IMG-0344, Taken 5/5/15) Photo #8: Looking at the measurement along the "Top of Existing Bank" as surveyed by Beyler Consulting, and measured by JCA at 6.67' above the OHWM (see Figure 5 for details). (IMG-0347, Taken 515115) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/1.5 Page 25of 33 Photo #9: Looking NW along the southern property line at the onsite area (to right of fence) and adjacent offsite area (to left). Note that all of the onsite area is non -wetland (upland). (1MG-0336, Taken 5/5/15) Photo #10: Looking north toward the existing shed (to be retained) that is situated within the "50' Shoreline Residential River Buffer" measured landward of the OHWM that is set back for a 2.5:1 slope from the existing OHWM per Tukwila Municipal Code 18.44.040 (see Figure 5 for details). (1MG-0337, Taken 515115) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 26of 33 RESUMES FOR WETLAND AND WILDLIFE CONSULTANTS Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 27of 33 Resumes for Consultants: Wetland Delineations, Mitigation Plans & Landscape Designs, Mitigation Monitoring & Wildlife Biology JOHN G. COMIS Professional Wetland Scientist (PWS, Certification No. 000810, dtd Nov 27, 1995) Wetlands Specialist (Listed as Certified "Wetlands Specialist" by Pierce County, since 1992) EDUCATION: Bachelor of Science, Environmental Bioengineering, University of Washington, Seattle, 1973 EMPLOYMENT HISTORY: Consoer, Townsend & Associates, junior engineer, 1974-77 Pierce County Public Works, civil engineer II, planning & drainage engineer, 1977-89 John Comis Associates, principal as a sole proprietorship, 1989-2005 JCA, Incorporated (Inc.), 2005 to 2010 JCA, Limited Liability Corp. (LLC), 2010 to present QUALIFICATIONS. Mr. Comis has worked a total of 41 years in both public sector surface water management (15 years) and private sector wetland consulting (26 years). Mr. Comis' education, research, and experience combine the highly technical fields of water biology and water engineering. John has applied his experience and knowledge to preparing wetland delineations and mitigation plans for clients for all manner of large and small-scale projects. Private projects have dealt with all aspects of wetland consulting including identification, delineation, mitigation, restoration, and simply setback avoidance for new developments. Wetland projects include over 800 sites and developments in Pierce, King, Kitsap, Lewis, Thurston and Grays Harbor Counties, including work that was done within the City's of Algona, Auburn, Bellevue, Bothell, Bonney Lake, Buckley, Enumclaw, Edgewood, Federal Way, Fife, Fircrest, Issaquah, Kent, Lakewood, Milton, Olympia, Ocean Shores, Pacific, Puyallup, Renton, Sumner, Tacoma and University Place. John has also assisted clients with flood plain and drainage studies including runoff modeling and backwater analysis. Public sector experience involves many aspects of drainage and surface water management from basin level planning to site specific analysis and design. John has experience with computer models used for estimating runoff, routing stream flows, calculating flood plain elevations and sizing retention/detention facilities. On many projects, John has worked closely with soil scientists, fishery biologists, civil engineers, surveyors, and regulatory agency staffs at all levels of government. He has frequently been involved with interdisciplinary project teams at both the planning and implementation stages of project development. In academic research, John directed two National Science Foundation projects for an interdisciplinary research team on Kelsey and Coal Creeks, King County, Washington while he was attending the University of Washington. He has conducted drainage and flood studies at all levels of project development. This has provided opportunities to put theory into "on -the -ground" applications for stream studies, FEMA flood plain analysis and mapping, and writing flood plain management regulations together with other aspects of surface water management. AFFILIATIONS: Member, Society of Wetland Scientists (SWS-PNW Chapter); Society for Ecological Restoration (SER); Washington Native Plant Society (WNPS); National Audubon Society File: \RES-JGCI.doc (Jan. 2015) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 28of 33 CATHERINE A. COMIS Wildlife Biologist and Native Landscape Designer EDUCATION. Bachelor of Arts, Near Eastern Studies, University of Washington, Seattle, 1972 Bachelor of Science, Landscape Architecture (BSLA), University of Washington, Seattle, 1978 EMPLOYMENT HISTORY: US Army, Lieutenant, Military Intelligence Corps, 1972-1976 TRA, landscape designs, park plans, and comprehensive master plans, 1978-1982 Richard Haag & Associates, landscape designs, 1983 Edward Chaffee & Associates, residential & commercial landscape designs, 1983-1987 Natural System Designs, woman owned business for native landscape designs, restoration construction, habitat assessments and small mammal (bat) studies, 1989 to present QUALIFICATIONS: Kate has continued her studies in wildlife science with courses in Basic Bird Bioloey Cornell University (10 week Proeram), 1995, and Master Birdina Workshops for avian identifications and general habitat assessment. Kate has continued to work and study both in the US and abroad with wildlife biologist's at Bat Conservation International (BCl) workshops and sponsored research proiects, 1998 thru 2009. The bat research projects include "Bats in the Mexican Coffee Agro- ecosystem", Chiapas, Mexico in 2007; "Founder's Bat Conservation International Workshop Instructor", western Uganda in 2008; and "Vertical Canopy Utilization of Bat Carnivores and Frugivores", Barro, Panama in 2009. Bat management and research training include protocols for netting, handling, and acoustics identification at the Bat Grid Workshops in Moses Coulee, WA, June 2010. Kate Comis has served as both a designer and project manager for numerous residential and commercial landscape design and comprehensive master plan projects including park projects. She has served as a team member for landscape designs and recreational plans that included studies of wildlife habitats, wetland and stream mitigation and restorations. Her experience includes stream corridor restoration for park and recreation facility design; multi -use equestrian, pedestrian and bike trails. Preparations of site plans include all aspects of site surveys, cost estimating, construction drawings, specification writing, project inspections and management. She has worked on wildlife studies and consulted with other project biologists doing habitat evaluations and enhancements on Public Utility District (PUD) projects. Various parks and recreation projects in eastern Washington State include the Chelan County "Entiat Park", "Lincoln Rock Park" and "Daroga Park Master Plan" at the Rocky Reach Reservoir. She has worked on the Chelan County PUD projects for "Mason Park" at Lake Chelan and "Douglas County River Park" at Rock Island Reservoir. These parks were established as a minimum requirement for recreational area development along the reservoirs after damming of the Columbia River. She also worked for private clients on designs for recreational projects such as Camp Benbow @ Lake Tanwax, Pierce County Jewish Camping Association; Camp Orkila @ Orcas Island, YMCA of Greater Seattle; and Camp Sealth @ Vashon Island, Seattle -King County Campfire Council. AFFILIATIONS: Society for Ecological Restoration; National Audubon Society; the Wildlife Society, Bat Conservation International (BCI), American Society of Mammologists and Acta Chiroptera. File: ARES-CACl.doc (Jan 2015) Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 29of 33 APPENDIX 5 REFERENCES FOR WETLAND AND FISH & WILDLIFE HABITAT ANALYSIS Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 30of 33 PROJECT -SPECIFIC REFERENCES Yor Wetland & Stream Delineation 1. Cooke, Sarah Spear (Editor). 1997. A Field Guide to the Common Wetland Plants of Western Washington & NW Oregon. Seattle Audubon Society & Washington Native Plant Society, Seattle, Washington. 2. Cowardin, L.M., V. Carter, F.C. Golat and E.T. LaRoe. 1979. Classification of Wetlands and Deep Water Habitats of the United States. U.S. Department of Interior, Fish and Wildlife Service, Washington, D.C., Publication FWS/OBS-79/31, 131 pages. (Also referred to in the Federal Geographic Data Committee Standard, FGDC-STD-004, see reference below) http://www.npwrc.usgs.gov/resource/wetlands/classwet/index.htm (Version 04DEC1998), or http://www.fws.gov/wetlands/ documents/gNSDI/ClassificationWetlandsDeepwaterHabitatsUS.pdf 3. Guard, B. Jennifer. 1995. Wetland Plants of Oregon and Washing. Lone Pine Publishing, Redmond, Washington. 4. Hitchcock, C.L., A. Cronquist. 1977. Flora ofthe Pacific Northwest. University of Washington Press, Seattle, Washington. 5. Hruby, T. 2006. Washington State Wetland Rating System For Western Washington (Revised). Washington Department of Ecology. Ecology Publication #04-06-025. [original: Aug 2004; v 2, 2006] 6. Jacobson, Arthur Lee. November 2001. Wild Plants of Greater Seattle, a field guide to native and naturalized plant of the Seattle area, published by Arthur Lee Jacobson, Seattle, WA. 7. Knobel. 1980. Field Guide to the Grasses, Sedges and Rushes of the United States. Dover Press, New York. 8. Kollmorgen Corp. 1975. Munsell Soil Color Charts. Baltimore, Maryland. 9. Pojar, J., and A. MacKinnon. 1994. Plants of the Pacific Northwest Coast. BC Forest Service Research Program. Lone Pine Publishing, Vancouver, Canada. 10. Tukwila Municipal Code (TMC). 2015. TMC 18.44, Shoreline Overlay District, and TMC 18.45, Environmentally Sensitive Areas, at: http://records.tukwilawa.gov/WebLink8/l/doc/56618/Electronic.asrx 11. Tiner, R.W. 1993. Primary Indicators Method - A Practical Approach to Wetland Recognition and Delineation in the United States. Wetlands 13(1): 50-64. This method is typically used for verifying USFWS Wetland Database wetlands on the ground, http://www.fws.gov/wetlands/ documents/gOther/PrimarvindicatorsMethod.pdf 12. Tiner, R.W. 2003. Dichotomous Keys and Mapping Codes for Wetland Landscape Position, Landform, Water Flow Path, and Waterbody Type Descriptors. This is prepared for the USFWS, National Wetlands Inventory Program, Northeast Region, Hadley, MA. 44 pp., http//library.fws.gov/wetlands/dichotomouske sy 0903pdf •, together- with elarifieatien and ifiterpretatien gaidelines by the USAGO , 1992. [ n i..e see .v,,. hingten , note Manual "l.. i i[JO JOO �I QJi[[[[ Cam[ t-J�T l Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 31of 33 14. US Army Corps of Engineers (USACE). 2010. Regional Supplement to the Corps Of En ig neers Wetland Delineation Manual: Western Mountains, Valle, and Coast Region (Version 2.0). ERDC/EL TR-10-3. Ed. J. S. Wakeley, R. W. Lichvar, and C. V. Noble at Vicksburg, MS: U.S. Army Engineer Research and Development Center. http://www.usace.army.mil/Missions/CivilWorks/Re ug latoiyProgramandPennits/reg_supp.asyx 15. US Army Corps of Engineers (USACE). 2012 (updated 2014). National Wetland Plant List (NWPL). Replaces the 1988 NWPL of Species that Occur in Wetlands for use in Clean Water Act wetland delineations or determinations: http://geo.usace.army.mil/wetland plants/index.html 16. US Department of Agriculture (USDA) Natural Resource Conservation Service (MRCS). 2010. Field Indicators ofH Soils in the United States, Version 7.0. L.M. Vasilas, G.W. Hurt, and C.V. Noble (eds.). USDA, NRCS in cooperation with the National Technical Committee for Hydric Soils, most recent version: ftp://ftp-fc.sc.egov.usda.gov/NSSC/Hydric Soils/Fieldlndicators v7.pdf 17. US Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) and the Washington Agricultural Experiment Station. 1973.to current. Soil Survey of King County Area, Washin tg_on. For County Soil Surveys: http://www.nres.usda. ovlwpslportallnreslsurveylistlsoils/survey/state/?stateld=WA Digital Hydric Soils List at: http://soils.usda.gov/use/hydric Web Soil Survey at: http://websoilsurvey.nres.usda.gov/app/ 18. US Federal Emergency Management Agency (FEMA). 1987. Flood Insurance Study Ma: King County, Washington (unincorporated areas) and City ofPuyallup, Washin", Volumes 1 and 2 of 2 and FIRM/FLOODWAY maps, used to determine flood hazard areas including base 100-year and 500-year computed flood elevations and floodways in the study area. 19. US Fish and Wildlife Service (USFWS). Current. National Wetland Inventory (NW& used to identify mapped wetlands in the study area (original map data published in 1988). Digital wetland map information is maintained at http://www.fws.gov/wetlands/DataAlapper.htmi 20. US Geological Survey (USGS). 2001. 7.5' Quadran lg e Topographic Maps or Digital Raster Graphic (DRG). Topography map showing base map data from 1953 with photo -revisions dated 1981, used to illustrate tributary watersheds, drainage features and streams in the study area at 1:24,000 (1"=2000') or 1:12,000 (1"=1000') scales, maintained at http://topomaps.usgs og v/drg 21. US Geological Survey (USGS). Current. National Hvdrography Database (NHD). NHD data are maps of surface water bodies including lakes, rivers, ponds and streams at high resolution for use with wetlands mapping projects, maintained at http://nhd.usgs.gov/ 22. Washington Department of Ecology (WDOE). 1997. Washington State Wetlands Identification and Delineation Manual. Publication #96-94. March 1997. [Note: this manual has been reviewed and approved for use by the Seattle District Corps of Engineers and is consistent with the 1987 Corps of Engineers Manual as revised by the 2010 Regional Supplement (see USACOE references above)] 23. Washington Department of Ecology (WDOE), US Army Corps of Engineers (USACE) Seattle District, and US Environmental Protection Agency (USEPA) Region 10. March 2006. Wetland Mitigation in Washington State — Part 1: Agency Policies and Guidance (Version 1). WDOE Publication #06-06-011a. Olympia, WA. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 32of 33 or Fish & Wildlife Habitat Assessment of Endangered & Priority Species 24. Larsen, E., J. M. Azerrad, N. Nordstrom, editors. 2004. Management Recommendations for Washington's Prioritypecies, Volume IV Birds. Washington Department of Fish and Wildlife, Olympia, Washington. 25. US Fish and Wildlife Service (USFWS). 2010. Endangered and Threatened Wildlife and Plants; review of native species that are candidates for listing as endangered or threatened; annual notice of findings on resubmitted petitions; annual description of progress on listing actions. Department of the Interior, Federal Register Vol. 75, No. 217.73pp. 26. US Office of the Federal Register. Endangered and Threatened Wildlife and Plants. 50 CFR 17. Code of Federal Regulations. Available at: http://www.access.gpo.gov/nara/cfr/waisidx 01/50cfr17 0I.html 27. Washington Department of Fisheries (WDF). 1975. Catalog of Washington Streams and Salmon Utilization —Volume 1. Olympia, Washington 28. Washington Department of Fish and Wildlife (WDFW). 2008. Priority Habitat and Species List. Olympia, Washington. 174 pp. Note: Occurrence of priority species by county is available at: http://wdfw.wa.gov/conservation/t)hs/list/, by clicking on "Appendix 2: 2010 Species Distribution by County." 29. Washington Department of Fish & Wildlife (WDFW). 2011. Washington Priority Habitats and Species —Streams and Salmon Utilization. Olympia, Washington. 30. Washington Department of Fish and Wildlife (WDFW). 2012. Threatened and Endangered Wildlife in Washington: 2011 Annual Report. Endangered Species Section, Wildlife Program. Washington Department of Fish and Wildlife, Olympia. 180 pp. 31. Washington Department of Fish and Wildlife (WDFW). 2015. SalmonScape: use this WDFW application to create a map, zoom in to a WRIA of interest and select the fish distribution you wish to see. Generate a map in PDF, JPG, or PNG format: http:Happs.wdfw.wa.pov/salmonscape/ 32. Washington Department of Fish and Wildlife (WDFW). 2015. StreamNet: Salmon GIS data and maps for the Pacific Northwest are available here: http://www.streamnet.org/ 33. Washington Department of Natural Resources (WDNR). 2011. Washington Natural Heritaze information system — a partial list ofanimals in Washington. Available online: http://wwwl.dnr.wa. og v/nhp/refdesk/lists/animal ranks.htm, accessed online: October 5, 2011. Note: To be used in conjunction with WDFW's Priority Habitats and Species List, and the federal Endangered Species Act listings. This list is statewide — it does not break down animal occurrences by county. Le & Luong SFR Critical Areas Report By John Comis Associates Date 06/24/15 Page 33of 33 Bill Rambo From: Phu Le <xviethomiex@yahoo.com> Sent: Tuesday, August 02, 2016 10:41 PM To: Bill Rambo Subject: Re: Change contact info for permit # D15-0161 The address is 5841 S. 152nd st Apt. # C204 Tukwila, WA 98188 Thank you Hoang Sent from my iPhone > On Aug 2, 2016, at 3:16 PM, Bill Rambo <Bill.Ram bo@TukwilaWA.gov> wrote: > I need a mailing address in case we need to send you letters or other correspondence. > Bill > -----Original Message ----- > From: Phu Le [mailto:xviethomiex@yahoo.com] > Sent: Tuesday, August 02, 2016 2:06 PM > To: Bill Rambo > Subject: Change contact info for permit # D15-0161 > Hello Bill, > My name is Hoang Le. For the permit # D15-0161 currently the contact is Sheldon Smith. Sheldon already completed his part and I would like to change the contact info to myself. From now on if you needed anything please contact me at > Email: xviethomiex@yahoo.com > Phone: 509-850-2791 • Thank You, RECEIVED > Hoang Le CITY OF TUKWILA > Sent from my iPhone AUG 0 3 2016 PERMIT CENTER 1 I QDCity of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 5/13/2016 SHELDON SMITH 4001 72 ST E TACOMA, WA 98443 RE: Permit Application No. D15-0161 HOANG RESIDENCE 13350 56TH AVE S Dear SHELDON SMITH, In reviewing our current application files, it appears that your permit applied for on 6/26/2015, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 6/26/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0161 6100 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City ©f Tukwila ,Jim Haggerton, Mayor Department of Community Development .lack. Pace, Director July 30, 2015 SHELDON SMITH COMMENCEMENT BAY CONSULTING 400172 ST E TACOMA. WA 98443 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0161 HOANG RESIDENCE - 13350 56TH AVE S Dear SHELDON SMITH. 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 206433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp. not copied) by Washington State licensed architect. structural engineer or civil engineer. (BUILDING REVIEW NOTES) ✓ 1. Please provide a Geotechnical soils analysis report of the site by a registered geotechnical engineer. Evaluation jz&VtSjFP shall include load -bearing values of site soils for footings and shall include methods for footing preparation due to ptETA�LS the tvnical soft soils observed in this area or, I;nn. Report shall provide recommendations for a footing drainage 10>J 5G system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load alring specifications shall be consistent with the geo-tech report. 2. Provide additional plan details to identify a footing drain or a crawl space water discharge system. The discharge 51le system shall be separate from the roof drain system. Footing drains shall discharge to a separate designed drainage -Ftw . field. dispersion pit or storm drain. Refer to any recommendations provided by the geotechnical report. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405. L R408.6) ✓ 3. Provide revised elevation sheet to show sides of house as North. East. South and West. ,/4. The cut section elevation on sheet A2 specifies R-23 for wall insulation. Typically R-21 is the industries standard and used for wall insulation per WSEC code requirements. Hoff, 00 L,"�5. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air A I openings) with sizes specified in the garage. Also show a bollard to be installed to protect the mechanical appliances in the garage from vehicle impact. (IRC G2407.6 & IMC 304.6) PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. Any trees located in the shoreline jurisdiction that are removed must be replaced. Please identify the diameter of the tree to be removed in order to construct the new driveway and provide replacement trees based on the chart in TMC 18.44.080 B 4. Replacement trees must be a mix of native deciduous and evergreen trees. The size of the replacement trees is based on the standards in TMC 18.44.080 C. A copy of TMC 18.44.080 is enclosed. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 PIN'DEPARTMENT: Dave McPhe.�on at 206-431-2448 if you have questions regarding these comments. • 1. Revise site plan to include (1) show and label new driveway including connection to pavement within 56th Ave. South (2) show and label connection (detail) to existing Sanitary Sewer within 56th Ave. South (3) show and label any pavement cuts with 56th Ave. South (4) show and label undergrounding of power from existing power pole to proposed house (.5) new l" water meter with F water service line showing connection to existing water main (6) relocate dispersion trench within 30 feet of the proposed house. 2. Show detail of proposed driveway including connection to 56th Ave. South. Removal of portion of existing driveway & soils amendment will limit access to adjacent property. Verify that adjacent property Owner has been contacted regarding this work and there is no casement/agreement .for the existing joint driveway. 3. Show and label 1-inch water meter on plan sheet C-1. House fire sprinkler system required. Refer to attached Public Works Details for I " FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 4. Allentown Phase 2 / Foster Point (Ordinance no. 2177) Water and Sanitary Sewer assessment fees apply to this Building; permit. Water assessment fee is $10,556.29 and Sanitary Sewer assessment fee is $19.200.00. Cascade Water Alliance and new water meter fees also apply to the future Building permits per Public Works Bulletin A2. 5. Work within the 56th Ave. South Public right-of-way requires a Street Use permit as part of this Building permit. Bonding. insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 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 206-433-7065. Sincerely, WW Rachelle Ripley Permit Technician File No. D15-0161 6300 Soulhcewer Boulevard Suite #100 • Tuk-wila 141ashington 98188 • Phone 206-431-3670 • Fax 206-431-366.5 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 18, 2015 Sheldon Smith Commencement Bay Consulting Services 4001 72nd St East Tacoma, WA 98443 RE: Request for Application Extension #1 Hoang and Luong Residence —13350 56 Ave S Dear Mr. Smith, This letter is in response to your written request for an extension to Application Number D15-0161. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through June 26, 2016. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D15-0161 WAPermit CenteAExtension Letters\Applications\2015\D15-0161 App Extension Letter #l.docx 6300 Southcenter Boulevard, Suite #100 9 Tukwila, Washington 98188 0 Phone 206-431-3670 9 Fax 206-431-3665 Bill Rambo From: Sheldon Smith <sheldon@cbayconstruction.com> Sent: Wednesday, December 16, 2015 12:49 PM To: Permits Subject: RE: Le Hoang - permit# D15-0161 & D15-0162 Hi City of Tukwila, We resubmitted the requested information on this permit a couple weeks or ago or so and I am just writing to request that both permit applications W15-0161 & D15-0162) be extended since it may not get approved by then with the holidays coming and everything. Also if there is any update on the status that can be offered that I can pass along to the owner that would be great too. Thank you, have a great week. Sincerely, Sheldon Smith (253) 380-2357 4001 72nd Street East Tacoma, WA 98443 ommencement Bay consulting services I Request for Extension # I - Current Expiration Date: oZ 6 - /S Extension Request: Q Approved for days ❑ Denied (provide explanation) From: Sheldon Smith [mailto:sheldon@cbayconstruction.com] Sent: Tuesday, August 04, 2015 10:36 AM To: 'Permits@tukwilawa.gov' Subject: Le Hoang - permit status Hi Tukwilla, Signature/Initials I just wanted to check in on the status of the permit review for the Le Hoang home. Let me know if there is anything you need from me. The permit numbers are D15-0161. Thanks, have a great week. Sincerely, Sheldon Smith (253) 380-2357 4001 72nd Street East Tacoma, WA 98443 1 City of Tukwila Department of Community Development November 4, 2015 SHELDON SMITH 400172 ST E TACOMA, WA 98443 RE: Application No. D15-0161 HOANG RESIDENCE 13350 56TH AVE S Dear SHELDON SMITH: Jim Haggerton, Mayor Jack Pace, Director Permit application D15-0161 for the work proposed at HOANG RESIDENCE (13350 56TH AVE S) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 12/26/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c Bill Rambo Permit Technician File No: D15-0161 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 * Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 30, 2015 SHELDON SMITH COMMENCEMENT BAY CONSULTING 400172 ST E TACOMA, WA 98443 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0161 HOANG RESIDENCE - 13350 56TH AVE S Dear SHELDON SMITH, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2436; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical soils analysis report of the site by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and shall include methods for footing preparation due to the typical soft soils observed in this area or location. Report shall provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 2. Provide additional plan details to identify a footing drain or a crawl space water discharge system. The discharge system shall be separate from the roof drain system. Footing drains shall discharge to a separate designed drainage field, dispersion pit or storm drain. Refer to any recommendations provided by the geotechnical report. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 3. Provide revised elevation sheet to show sides of house as North, East, South and West. 4. The cut section elevation on sheet A2 specifies R-23 for wall insulation. Typically R-21 is the industries standard and used for wall insulation per WSEC code requirements. 5. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. Also show a bollard to be installed to protect the mechanical appliances in the garage from vehicle impact. (IRC G2407.6 & IMC 304.6) PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. Any trees located in the shoreline jurisdiction that are removed must be replaced. Please identify the diameter of the tree to be removed in order to construct the new driveway and provide replacement trees based on the chart in TMC 18.44.080 B 4. Replacement trees must be a mix of native deciduous and evergreen trees. The size of the replacement trees is based on the standards in TMC 18.44.080 C. A copy of TMC 18.44.080 is enclosed. 6300 Southcenter Boulevard Suite #100 • Tukwila Washinnton 98188 • Phone 206-431-3670 9 Fax 206-431-3665 PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Revise site plan to include (1) show and label new driveway including connection to pavement within 56th Ave. South (2) show and label connection (detail) to existing Sanitary Sewer within 56th Ave. South (3) show and label any pavement cuts with 56th Ave. South (4) show and label undergrounding of power from existing power pole to proposed house (5) new 1" water meter with 1" water service line showing connection to existing water main (6) relocate dispersion trench within 30 feet of the proposed house. 2. Show detail of proposed driveway including connection to 56th Ave. South. Removal of portion of existing driveway & soils amendment will limit access to adjacent property. Verify that adjacent property Owner has been contacted regarding this work and there is no easement/agreement for the existing joint driveway. 3. Show and label 1-inch water meter on plan sheet C-1. House fire sprinkler system required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 4. Allentown Phase 2 / Foster Point (Ordinance no. 2177) Water and Sanitary Sewer assessment fees apply to this Building permit. Water assessment fee is $10,556.29 and Sanitary Sewer assessment fee is $19,200.00. Cascade Water Alliance and new water meter fees also apply to the future Building permits per Public Works Bulletin A2. 5. Work within the 56th Ave. South Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 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 206-433-7065. Sincerely, &W Rachelle Ripley I Permit Technician File No. D15-0161 6300Snnthrantvr Rnrj1Pvnrd .G/it0 #lnn • Tulruriln Wnchinotnn 9R1RR • Phnna ?06-431-?67n a Fnr ?06-431-3665 ommencement Bay consulting services 4001 72nd St. E. Tacoma, WA 98443 Date: 6/23/2015 RE: Letter of Authorization Building Permits Demolition Permits To Whom It May Concern: I, Le Hoang & Lanna Luong , hereby authorize CBay Consulting (Sheldon Smith) to act as agent on my behalf, to acquire permits for: Parcel # 2172000180 Site Address: 13350 56th Ave South Tukwila, WA 98178 Please call with any questions regarding this matter. Respectfully, Ph. 509-850-2791 E-mail: xviethomiex(&ahoo.com State of e (Individual Acknowledgment) County of X`n I, d J_-V'A X-111 kwN bee Notary Pub l in and for the State of !n n o hereby certify that on this � day of / 5 , personally appeared before me Lc 4 a or, to me known to a the individual described in and who executed the a Bement within thi instrument and acknowledged that he/she signed the same as he/she free and voluntary act and deed for the uses and purposes herein mentioned. S JOSEPH YOUNG KWANG LEESTATE OF WASHINGTON NOTARY PUBLIC Y COMMISSION I~XPIRIS LMS 06-25-16 Indemnification and Hold Harmless _I YY _ T _ • .1 culu r-ulI111L I ulI1pulctfy 111 1NIdLUFU Reference Number(s) of Related Document(s): D15-0161 Grantor: Hoang Le g,4ms�6and-and-wi€e_, at-i (ii6� (\Adqa-. Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 561" Ave. South and adjacent to 13350 56'h Ave. South. Abbreviated Work Description: Work within the City Right -of -Way including: paving, driveway access, water service line, sanitary side sewer, storm drainage, street use, utilities and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. I - 19 IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this ,2 day of , 201 sf. � Autha(fized Kgnature / Grantor Authorized Signature y Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Hoang Le a—HIIi3- fig -the persons who appeared before me, and said individuals acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Name: (G LAURIE A. WERLE v NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 INOTARY PUBLIC, in and for the State of j ashington, residing at A<0I 6� My commission expires: X/—),Ph DATED this day of 1 1 Yit , 201�(� a GRANTEE: CITY of TUKWILA By. &:�( , Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING 1 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: LSTATE A. WERLE NOTARY -PUBLIC NOTARY PUBLIC, in and for the -State of ASHINGTONON EXPIRES Washington, residing at '/ c�l,�S(9, 2018 My commission expires: PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0161 DATE: 12/2/15 PROJECT NAME: HOANG RESIDENCE SITE ADDRESS: 13350 56TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: I� GR- Awe Building Division Fire Prevention ❑ Planning Division Kv It Public Works Ic Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/3/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/31/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0161 DATE: 06/29/15 PROJECT NAME: MANG RESIDENCE SITE ADDRESS: 13350 56TH AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: B Idtng Division tfiW %k n� Public Works K PRELIMINARY REVIEW: Not Applicable ❑ (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Revision # before Permit Issued Revision # after Permit Issued Fire Prevention U1 Planning Division Structural ❑ Permit Coordinator ❑ DATE: 06/30/15 Structural Review Required ❑ DATE: DUE DATE: 07/28/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only (� CORRECTION LETTER MAILED: ^ I ✓ Departments issued corrections: Bldg %, Fire ❑ Ping PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, "Suite # 100 Tukwila. Washington 98188 Phone: 206-431-3670 Web site: httn:7fww.w.Tuku4Ia'C A.!,1,o = 26 Project Name: MANG RESIDENCE Project Address: 13350 56T 4 AVE S Contact Person: SOOX-OON Sr^ 1A Phone Number: Summary of Revision: Plans have been revised to reflect corrections called out for in plan review letter dated July 20 2015. Changes to the plans have been "clouded" to make those revisions clear throughout the plan sot. These include the addition of directional labels to the elevation page, a bollard on the Al page, insulation code on the A2 page,,and so on. Please see: plan set for corrections $1�Lr p\,0►N NAS t3L�? ^1 ?tx R.Z QVc S- , Sheet Number(s): P\t • (a�- "Cloud" or highlight all areas of revision including date of )revision Received at the City of Tukwila Permit. Center by: Entered in TRAKiT on Z � S W.Temtn. (.:enimITemplate.Q-,,rnn-WewiK-,r tittmhtgl fi)=.&K Rey= wJ, Mamb -.4114 City of Tukwila • Department of Public Works • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 2172000180 Permit Number: D15-0161 Address: 13350 56TH AVE S Issue Date: 5/13/2016 Permit Expires On: 11/9/2016 Applicant: HOANG RESIDENCE DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1,675 SQ FT SINGLE FAMILY RESIDENCE, 480 SQ FT GARAGE AND A 68 SQ FT COVERED DECK. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21540123 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 INWastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Address City State ZIP ` Owner's Name Owner's Mailing Address City State ZIP _-Z_"A \ Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): S� Name Street Address - For King Count., a Only Account # No. of RCEs Monthly Rate :l Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number o Required: Property Tax Parcel Number Subdivision Name Subdivision Number -3 1� I Lot Number [� Block Number RECEIVED Building Name C I I Y 0 F T Ui', W I L. A JUN 2 6 2015 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? XYes ❑ No ❑ Duplex (0.8 RCE per unit) 1.6 Was building on Sanitary Sewer? R-Yes ❑ No ❑ 3-Plex (0.8 RCE per unit) 2.4 Was Sewer connected before 2/1/90? 25-Yes ❑ No ❑ 4-Plex (0.8 RCE per unit) 3.2 Sewer disconnect date: ❑ 5 or more (0.64 RCE per unit) Type of building demolished? No. of Units x 0.64 = Request to apply demolition credit to multiple buildings? ❑ Mobile home space (1.0 RCE per space) ElYes ❑ No No, of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes 'C3-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 capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. 1 certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of orrec data or determination of a revised capacity charge. _ Signature of Owner/Representative Date �G Print Name of Owner/Representative 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer ®, HI -LINE HOMES Page 1 of 2 Home* lspafiol Contact Safety & Health Washington State Department of Labor & Industries HI -LINE HOMES Search L&I ' A /. Index Help My L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson 11306 62ND AVE E PUYALLUP, WA 98373 Principals 253-840.1849 BEHR, JARED R, PRESIDENT PIERCE County BEHR, AMBER D, SECRETARY SUNDBY, WILLIAM GENE, PRESIDENT (End: 04/1912012) SUNDBY, CHERYL ELAINE, SECRETARY (End: 04/19/2012) Doing business as HI -LINE HOMES WA UBI No. Business type 601 584 067 Corporation Parent company Governing persons CREATIVE DESIGN BUILDERS INC AMBER BEHR JARED BEHR; 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. HILINH*983BD Effective — expiration 01/04/2002-11/08/2017 Bond ................ Wesco Insurance Co $12,000.00 Bond account no. 46WBO44199 Received by L&I Effective date 04/09/2014 03/04/2014 Expiration date Until Canceled Bond history Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00023180-01 Received by L&I Effective date 10/06/2015 08/12/2015 Expiration date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601584067&LIC=HILINH*983BD&SAW= 5/13/2016