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Permit D14-0181 - GOV RESIDENCE - NEW SINGLE FAMILY RESIDENCE
GOV RESIDENCE 11860 42ND AVE S D14-0181 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov 3347400275 11860 42ND AVE S Issue Date: Permit Expires On: GOV RESIDENCE COMBOSFR PERMIT Permit Number: D14-0181 oeiI2ilH Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TEA GOV 4809 S 162ND ST , TUKWILA, WA, 98188 TEA GOV 4809 S 162 ST, TUKWILA, WA, 98188 OWNER - TEA GOV SELF FUNDED - TEA GOV ,,, Phone: (206) 244-8524 Phone: Expiration Date: DESCRIPTION OF WORK: NEW 2623 SQ FT SINGLE FAMILY RESIDENCE WITH 422 SQ FT ATTAHED GARAGE Project Valuation: $342,342.42 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $45,618.84 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 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: WI) )a Date: g27..1 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: 915J Date: SA1 �/44 Print Name: 7e.a 6301/ This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 5: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 6: Adequate ground ladder access to rescue windows shall be provided. landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 8: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 9: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 10: ***BUILDING PERMIT CONDITIONS*** 11: 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. 12: 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. 13: 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. 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 47: 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. 48: 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. 49: 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. 50: 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. 51: 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. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 54: 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. 55: 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. 56: 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. 57: 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. 58: All double check valve assemblies shall be approved by the State Department of Health. 59: It shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a State Department of Health approved double check detector valve assembly. This shall be done prior to the Final Inspection. 60: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. 61: 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. 62: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 63: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 64: 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. 65: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 66: Prior to issuance of this permit, Owner/Applicant shall pay $300.00 under PW permit C14-0011. 67: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 68: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 69: Prior to Public Works Final of this permit Owner shall sign w/Notary a Conveyance of Public Improvements for Storm Catch Basin within City right-of-way. Document to be recorded at King County and recording cost paid by the Owner/Applicant as part of this permit. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 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 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 trit CITY OF TUA iLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: Uwww. Tu kwi l a W A. gov Combination Permit No. ' 1-(— () (� , Project No.: Date Application Accepted: l0'r.-( Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION nn /ti S p King Co Assessor's Tax No.: 3 3 7 4 00 2 `7', — M1 Site Address: N 57144 4'02 AVE 7.ujCi,01,{a Ai q g'(gg PROPERTY OWNER Name: 7� A )E1 oR 6 v # AI - / .T-6 Address:4 $0 / S ., / 6 pi -- City: �Z hl/ �t j • ost `1 State: A Zipq gt n . CONTACT PERSON - person receiving all project communication Name:..1 6ov 4. EA16 y .7-u EA H Address 48 L 1 (-)-e:A41411 Col 3- City: -1 li WW I l a State:t\i A Zipgg,, g S Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: uRi 'I Pe/,1}.rl %r1O1 Architect Name: nit a bleb -bile Address: i 7 q /Za LAVE id 44 A a 0-e' City:^ R.t.rtk-vr2 State: W A Zipi730s 7 Phone: Fax: ti206- r3$-S2a0 Emai1P VLl Q U a/vdviiA .t . US ENGINEER OF RECORD Company Name: NY6-gst AgiAwii Engineer Name: 1. Address: ?,20(' S-d 57i - Cain !•(W Sti4-.2 City: !� State: Zipp: �c9 /-tah err WQ e1833c Phone:Fax: 3 ,Sg _ 3Z41 Email: 1)1YEN6-.ENEEKC3 CCAM/R yTGI , Mei /D LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: eck Gov Address: 4g Q? S 0 `s ^ S T City: TZ, K w 1 l q State: w Q Zip: C W/ H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ I I �1i� l fkt4l tt ,k{ '. ( n[G 2i(o2� st, Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement — P floor 1l2f� 2nd floor i 4 U ID Garage d carport ■ It 7:7-' Deck — covered • uncovered ■ Total square footage " i, l C.7 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 2 06� Value of mechanical work $ t furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) r fuel type: ❑ electric egos appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment 3r0oa bidet floor drain sink lawn sprinkler system t ( A_ clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided ❑... Highline SEWER DISTRICT g.. Tukwila 0 ...Valley View ❑... Renton .. Sewer use certificate 0 ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) 0...Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. 0 ❑ .. Total Cut ❑ .. Total Fill Sanitary Side Sewer .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards 0... Work In Flood Zone yr... Storm Drainage 0... Abandon Septic Tank 0 ..Trench Excavation peurb Cut ❑ ..Utility Undergrounding avement Cut ❑ .. Backflow Prevention - Fire Protection ❑... Looped Fire Line Irrigation Domestic Water f* 0 .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # >f 15 91 ❑ .. Sewer Main Extension Public 0 - or - Private 0 ❑ .. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone. Mailing Address: City State Zip WATER METER REFUND/BILLING: Name. Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES APPLICABLE TO ALL PERMITS IN THI, APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AU RI EDD AGENT: Signature: C? Y Date: 61/4 a/°? Print Name: 7:, 61. Y Day Telephone: / `t o 54 Mailing Address: 48 0 c7 S 0 / 6.1 S T l LiKwi %a l tict 7i1W City State Zip H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 • 1 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Go v (St ) PERMIT # - o / g CG 4z"d ram. 5. ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention i.5o Water/Sewer/Surface Water -150//,000/% Sao Road/Parking/Access D 0 0 A. Total Improvements 4;4 o 0 ((0 $250 (1) 5. Enter total excavation volume /d cubic yards Enter total fill volume /o cubic yards $ (to Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 36v (4) (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 ♦ BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ i 1 0 (6) 7. Pavement Mitigation Fee (-10 V, P 6-cF gvh lr)()$ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ Z3 5n (8) QUANTITY IN CUBIC YARDS RATE ,/ 50 or less $23.50 51 -100 $37.00 101 - 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001- 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* 6 2S D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ Co 2.S (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ /0 224 ¢9 E. Allentown/Foster Pt Sewer (Ord 2177) $ / g 600 ° - F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ / 0 / 3 36 I. Other Fees $ �4 , o a.5 OAS cam. -404€6 ) Total A through I $ 5,S45 29 (10) I-QA,f G Car-1CC`i ST F6E Due_ 011D,A C'1¢ -60( 1 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 34/ 6/01-1 60 rs 300-- ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014-12.31.2014 Total Fee ../ 0.75 $625 N./ $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS ACCOUNT QUANTITY PAID D14-0181 Address: 11860 42ND AVE S Apn: 3347400275 $66,50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R4660 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Wednesday, February 25, 2015 Paid By: ENG YOU IR Pay Method: CHECK 1109 Printed: Wednesday, February 25, 2015 11:05 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $321.35 D14-0181 Address: 11860 42ND AVE S Apn: 3347400275 $321.35 DEVELOPMENT $321.35 PERMIT FEE TOTAL FEES PAID BY RECEIPT: R2949 R000.322.100.00.00 0.00 $321.35 $321.35 Date Paid: Wednesday, August 27, 2014 Paid By: TEA GOV &ENG TOU IR Pay Method: CHECK 1098 Printed: Wednesday, August 27, 2014 4:05 PM 1 of 1 SYS7EMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT PermitTRAK QUANTITY PAID $43,000.00 D14-0181 Address: 11860 42ND AVE S Apn: 3347400275 $43,000.00 0.75 INCH $6,630.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $490.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,217.75 PERMIT FEE R000.322.100.00.00 0.00 $3,213.25 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,331.38 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $74.00 SEWER SERVICE FEE $18,600.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $18,600.00 TECHNOLOGY FEE $205.46 TECHNOLOGY FEE R000.322.900.04.00 0.00 $205.46 WATER SERVICE FEE $10,226.41 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 TOTAL FEES PAID BY RECEIPT: R2948 0.00 $10,226.41 $43,000.00 Date Paid: Wednesday, August 27, 2014 Paid By: TEA GOV & ENG YOU IR JT TEN Pay Method: CHECK 123 Printed: Wednesday, August 27, 2014 4:04 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 2,297.49 D14-0181 Ad s: 1186942 DEVELOPMENT $2,297.49 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2355 R000.345.830.00.00 0.00 $2,297.49 $2,297.49 Date Paid: Thursday, June 12, 2014 Paid By: ENG YOU IR Pay Method: CHECK 1096 Printed: Thursday, June 12, 2014 4:26 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 DWL( otf s ( (206) 431-3670 Project: ,, II L n (A7OV NS 1 R Type of6n1p rion: �C r `��y� ( y ets / Innstructions�Q� ��` Date Called: Special �,(� "-1 DateteWanted: p W V f�-! �/ �'` a.m. p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. OMMENTS: oK- f riEt I Inspector: I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rc I 1 N/ ! ON NO. Retain a copy with permit INSPECTION RECORD 17r�_6' PERMIT NO. 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prototti Ai/ T J Type Qf Jniectir t/ t `-, nve (O flds. grz, Date Call Special Instructions: "IA Dategj3t4 �Ej / (� a.m. p.m. Requ ster: Phone: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: r • `p._ / kc/ `� , ProV, c-s—c d e s r `i s'a h.2 Q f' rre/jV q-f wa Z 42'-j C i I CR / / •reY- fre,rt_yrie-c---71/ Inspector: GEi Date ib REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4 re INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:to � 1 V Type 4f Jn gection: r / /r A r �! 2_43 Date(7Carrd! Special Instructions: Date anted: / 1% 1 fb a.m. p.m. Reque ter: Phone No• �?,06 — So( -Vi zA ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: T-( ,( to fi W.. Pro v(d1✓ 1)140edrcq,s - (o s7` s ' ry ke I� �.- y-€ 1-I `� y , dv f /� l f lAci 3 I C o ® a r�-- er lice kalcoi- ±- f,-, r /(L� 0 L- s stk Air S ' , CG �(l''Lict\ (c tkarzialtdc�,X3"A ) EX zc. c.44. C r - - i v\c( ( I a f�Q _ �e ckcgc(er r qffic s C111 -RP- I.--( /J�G o Inspector: C Date: `/I/ `r ,6 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 Dlli-D/8/ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proytct: t/ f�YSrg TYpe�spn:,/ Date Called: Aididtems////s:V iO4.si 41// so, pecial Instructions: ifA Date Wanted: /I./ a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: 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 -0(v Retain a copy with permit Df I RIMON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 f 206) 4 1-#70 Permit Inspection Request Line (206) 438-93; D, .1^ 4- Prgject: �� Type o Ins•ectiok I J A 1 eds�s. 1 j 1 4' e- b ` Date Cal le • Special Instructions: fteo DateWanig.�6 lgigib a.m. Requite!: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. re INSPECTION RECORD Retain a copy with permit Pitt-o/3/ 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: /fr K Type of I�nnssp�ectiogi rf /,,ct% Alcr nve,;.,Date Called: Special Instructions: PM, Date Wanted. -1 — [� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: _/6 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 D/y-o(g/ Pr Oki Type q� Inspection: c tt act / Address:2 117`- IPS6 q Date Called: Special Instructions:P� Date trte�l; y! a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: fAq 1 tAp . freovki" -1-to 11 �twr Cq/( Inspector: Date: 1 [,_ 1 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 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 Project: l /()cP-� Type f ctio FttAgi Addresss•• - Date Called: Special Instructions: .Date P Want d: (� a.m. p.m. Requester: Phone No: Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: (1 / ( o t . Pro \) ! Z gt rf � Ll e��-:u �r : 4v- N1 l jc c.-S /We i'gc)( ty F, Ott 41-- I(-_.r s e-cyf j o pl Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of j,C►s tjan U/'1c) f _ / C Lii 4 r Addre Date Called: /9/8.— Special Instructions: A Date Wanted: / ��a.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 44 r-r,),7 Inspector: Oit/iyek Date:) .21ilty REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 A�� Type oftJpectio 5!AL1a % a A ress: ate Caller. L Special Instructions: Date Wanted: r Pam Requester: Phone No: Approved per applicable codes. 1._.J Corrections required prior to approval. COMMENTS: Dat $5 n REINSPECTION FEE REQUIRED. Prior to next in ecti n. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: i_ % INSPECTION RECORD Retain a copy with permit INON NO. 0/<.0 �8"! 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,� z x..e/ �°� Type of Injy��ctic7 40— Address: Date Called: lo'_ Special Instructions: dJ�_ Date Wanted: , p.m. 3 p.m. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: rel/P_Ct Inspector: )� A Date: i n^— ' El REINSPECT FEE REQUIRED. Prior to next inspecti . fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS 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 D/1/-0/51 Pro' ct: /� ' iiCP —c-P F Type of Insp do "tQer� if/ 44,--- /4'42Address: V,L9/40. Date Called: SpeciarInstructions. on Date ted: _,a.crh; p nt Rt q Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rAtiLie-a=z(-1- (rn Inspector: ✓ /� Date :// REINSPECTION FEE REQUIRED. Prior to next inspe ion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dig -dig/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 jc-. Pro'e(Po L, Xe-Gictee -5/7e Type of Iection: .---- It'' i iftice da-sei loZz-- Address: J� %�S Date Callen`. 7��'l�.: Si1f(G2 Special Instructions: phiDm? ,faita/ Reque ter: Phone No: Approved per applicable codes. erections required prior to approval. iJC COMMENTS: o Frov ,usu7�� Q� e:,_ S r71 (pjv t-liV L Inspector: Date: 1 1 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 _Dip18-/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' ct: Gev Res -�itoe r s re Type of In p do /474 t � 1� Address: Date Called: `� SpecTal Instructions: tpipi Date/] n ate.; m: Reque ter: Phone No: ®'Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ai dlJa /• mac v Inspector: REINSPECTION FEE REQUIRED. Prior to next inspecffon. kee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'e �j, / , (r'v If� lvlir Type of Ins ecti�° p 9'-17 ,� ✓��t�//� Address:/Date f(0c;- liatue-Afiv Called: -) Special Instructions: oil Date Wante a. Request : Phone No: pproved per applicable codes. ['Corrections required prior to approval. COMMENTS: Inspector: Date: / / ...� REINSPEION 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 ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PILI-ore,1 Protect: C , ek -€ 6Ult*c�ll Typ o In(pecti 1/ u, �jAdgG s �2 l _j rO � Date Called: Special Instructions: PA Date Wanted: D � _� a.m. p.m. Requ�S ter: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: i/ Date:` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 F17 INSPECTION RECORD Retain a copy with permit TION NO. PERM'T NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 D1 6(8( Pr•' t: . rc�( TYP�LIf, InsPec A. • r�st 2„( d C�j y Pj'(/ c Date Called: J Special Instruct' ns: c, ‘ ,p `0.1( W9 %K`i ,!Q " 11 Date /W nted: % —�3 - fS a.m. p.m. Requester: --qq Phone No v `' r t _ �{ ariCt Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector:V__C_.....,, Date: ep_Z3_ /s- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PERMIT NO. Project: r L c t Type of Inspec "on: ,Aov... AdAddress G 2- / uic6[ gate Called. Date Special Instructions Wanted: 1— tf `IS— a.m. p.m. Requester: Phone No: Eli( per applicable codes. OCorrections 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. Fe INSPECTION RECORD Retain a copy with permit IN `T i 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 �(y-(3(E Pr ject�:/ _,o V '' ld�iCk. Type f nspection: rr-Ce , rti A dr s• � ""� I (662 - (1?y` i44/e._So, Date Called: Special Instructions: Piite( Date Wanted: t� J a.m. p.m. Requester: Phone No: Approved per applicable codes. tCorrections required prior to approval. COMMENTS: c frrtifrtt kdf o ' &V(9 V Fr r-P, r -r li e.r- S/ A — o Aztr- gj 1 l i G( trc%t ' 2- V vl /A(-QVet- b --t , v/=.0 e--("kt'tf/ S f-Lcf , Ll COI( e ref KS i6k / A- cokore..f 51 q Inspector: Dateq,_ n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rc INSPECTION RECORD Retain a copy with permit N NO. PERMET NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proect: Gov .t%SF A Type of Inspection: "ti'a.` tcc rl Address. Date Called: Special Instructions: Itim Date Wanted: - —(7 ' (f a.m. p.m. Requester: PhoneLLNo: 2.06y tf — 8s Zy ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ra j/ld 1 — t flirt V % CA.I ice' r,, �-_.1 , 7 /f� z (....; ,. ,',k ; V f-VA ��wty •W 1( , tcP 1w e anfr,4C ' r a < < V ►--r�Sc,°e Dater ` ( 7 `1 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. PC INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje) V �� � Typg oOf Inspe cti Address: Datte[`Ca : Special Instructions: � � Date Wanted: ?-7-is ` ` a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: MRck Kovno T� cif hvzlowe `-wit tiekt C11(( cber Y'e..E(&sracllo(-\ Inspector: � G Date REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A INSPECTION RECORD Retain a copy with permit p(q-c,(&( PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: �/� r COO il Type of Inspection: t A�drgess: 2 'iv/to( �� � r Date Called: Special Instructions: ,A Date Wanted: T�—�61' a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS• ' l7/\6,...F4 f a ii(c %4, g1��� ere.S Vt tc(y. -- S l 1A- 6 ,'�� S��� - (Ai t v�9 s �5 y `b CS) ( R- b-Wv c csLt . C(1 5 fes- L)+De- kge ( utc.1". f 1 G(e_____G r Z 6 joists (6) st).`i (_ Y et,,,,55 , fi,,,,,t, 1„,, 6 aVc-eT"fr-147-6:,‘1" cct u f v ve pLs' e ,, o, Inspector: K — Dat A ` /s— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. tr IN NNi INSPECTION RECORD Retain a copy with permit 3P 0( (PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 (ce Project: / r V Type of Inspecti 1 •' / S nice ice C Addr ss: t -2-- '-(1-"e AuC3 Ile : Special Instructions: Date W7ed: to _` r(,., a.m. P.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. MENTS: Inspector: REINSPECTIONf FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Retain a copy with permit INSPECTION RECORD rq_ 18 INS T N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type pf Ipspe� f pj A1 (%2., if �(/ , � Date Called: Special Instructions: Date Wanted: r �� a.m. P m Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. ENTS: Inspector: Oate� t 0 _ I� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD fl Retain a copy with permit I EC PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DtH -or r Proj 6� Typnonspec 'on: ixstlk_,.....1: Addtlss:6z Ade Called: Special Instructions: Date Wal: O LS�-- a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ita (,._—_1 L f e - p pock r O014 e ter- For 0 t ct G trEiftar /3 I/CO m f rt€-uu Dvsj--- f L. [ a 't( oL or ' (IRI Feir. ( fir_rA yecti //) Inspector: oaf — ro — [ S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 Protect: ov (de,ACe Type of Inspection: i2a �— Ve- Address: 1(Sy2 /L''4t/e_ fa- Date Cal Specia instruc ions: �A 1� Date Wanted: �i -- 5- a.m. p.m. Requester: Phone No: Approved per applicable codes. Ei Corrections required prior to approval. ENTS: AJ/A u e-yam, inspector: Date3—. 26 s REINSPECTIQN FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION NO. CITY OF TUKWII.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Po INSPECTION RECORD Retain a copy with permit t PERMIT NO. Project: 604O1 K Type of Inspe ion: ,. P6 -.. ifttacivt, Date Called Address: II ,60 t(Viceif v —fo, Special Instructions: 4,i Date Wanted:�Da.m. 1-2-®15 p.m. Requester: Phone No: c?kpproved per,applicable codes. Corrections required prior to approval. COMMENTS:e f v a* h(dy of Inspector: Dom. ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Callao schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit NS i P ` MST NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100. Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projact:(2 6 vf ti Type of Inspec ion: Address: ..1,4 �f Date Iled: Special rns ructions: ' .7 Date Wanted: Requester: Phone No: Approved per applicable codes. corrections required prior to approval. CAMMENTS: Date 2 l0 - (4 REINSPEC ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 81vd:, 000, Tukwila. WA 98188 (206) 431- Permit Inspection Request Line (206) 438-9350 PERMIT NO. cyck\, 3670 r° , e S,°� .mil ck--- T of 1 spection: ' `,` LoS �� AG Address: L I S (doo 47: Ave Date. Ca led: SpecialInstructions: Date Wanted: Requester: Phone No: UJAppraved per applicable codes. Corrections required prior to approval. COMMENT& Olt &A--1s A ktlk NA-'(s &e. & 1Jc t ` re -'As e rs or: Date -'4 REINSPEC ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter 81vd.. Suite 100. Call to schedule reinspection. INSPECTION N INSPECTION RECORD Retain a copy with permit b. !W -cat 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:! L / h 1{Y' S Type of Inspection Li►•1 � a r/O612 ;= RilidE, Address:- l l& O LIZ AU S Date Called: Special Instructions: Date Wanted: leD Requester: Phone No: 2-53 ail 7?6 5 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: - Date: SPECTION FEE REQUID. Prior tc, next inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit -t�i y>ct8� INS ' i. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 Proj t: Type of Inspection: Li I'-- Address: Date Called: SpecialInstructions: Date Wanted: �.m. 'Requester. Phone No. ElApproved per applicable codes. Corrections required prior to approval. r i\ COMMENTS: n 4 . Et.) ,1u r R t-/ooe FR e9 /v1 r,U 6 - (I E 4-i p I -4 P e1r/Jir S 7D,1 2 Fool -'At 4,413 PosT ilykl. y xio ,3fAr11 } . ij d j ('0V( P if i' 5 S✓ n/ 6 j c i7i AV G 14 fbs-7-- ,. i(f-q i2/U12 '%CU .1A.15 4)/ eJ r11'SS'Ai5 1rlS/rIVc .1.4441-7 Date: ////Z SPECTION FEE REQUIRED. Prior to next inspection. fee must be Q p i at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION N INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proj� C�� f Type inspectio : rOJP t.Qa Address: t � � � , L/� [ (A Date Ca led: f�Jil �___�:. C9 c n�j nstructions: Speaa� / Date Wanted: �a Z(._C4 a.m. Requester: Phone No: Approved per applicable codes. DCorrections required prior to approval. COMMENT& In‘tor: Date: REINSPECTION FE P IRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT N0. Al CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project ,Q Type of spection: Address: Date Called: Special instructions: Date Wanted: -.. m. Requester: Phone No- 2-4-- Z'4 — 5' [�'1. EJApproved per applicable codes. o Corrections required prior to approval. COMMENTS: Ply D k -� OP_P r1 GJ P‘7 JF 6e_,() Keforr Date: , 0 E 5 _ 14 REINSPECTION FEE REQUIi!%Pl 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 NUMBER 1L-1- Q�1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: (b1J Type of Inspection: 4l Address: Suite #: // 6 1 �/ r Z%- / '1/-2 Contact Person: Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: s QS Cyc ( Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspect : T� l 71-2-77S'"". Date: 3 / `I / Hrs.: (. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: City: Word/Inspection Record Form.Doc State: 3/14/14 Zip: T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER oce /5-- 5 . 0 V/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Proje_ -- ie" 604/ '"'"?.?e S T of Inspcectio 400 e / (1‘) t/e .0.-- Address: Suite #: // ivoContact .SS Perso Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -W-(e/4--?°4- - ( /.. 3. -;r' ° v/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: inspectal- ,I,C Date: 7Z 7/ 5 Hrs.: /. O $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: p_e. S 05 Type of Inspection: Address: / 164 ,?- Suite #: '-1 6).,., 5 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. b4Corrections required prior to approval. COMMENTS: a Needs Shift Inspection: Sprinklers: Fire Alarm: Hood &Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: bek $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Date: Company Name: Aelf H 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 Di'1 o/g3( PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: .------ - 6-o1/ l(--C t l eb Type of Inspection: Adcress: Suite / ig #: �' D,, D., f,( S Contact Person: Special Instrustions: Phone No.: XApproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date:..9,6//c-- rs.. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: Suite #: l/g670 ,/ I/ �gyIi `• Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: l ---" NCOD /is1 ' ,rrt/ 6 4o i dir %5-er; f 5 &ter% fl/ p71 , S - d I.-' 1�, ' /2 3 /`t-4" 'C )il/f7, u,,, • Add 1,4 «ts Zo ; i/ao•-�--- 4ifd .S ; 1 fi /114' / ov ,70041,1 ) 2 Ilex?✓ Aii ce>-- '"" ---O Act-fr-ls Sic /i/o (:,71 5s �`.�i 5i�' 1" '/ ff s /6 // (#/e7 a � -..- No ,v J /,,, /st. ,- 0,— Needs Shift Inspection: Sprinklers:. Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 6 Date: / 3 /,/ -^" Hrs.: /e 0 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MYERS ENGINEERING LATERAL &GRAVITY CALCULATIONS IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 1 3 2015 Citof Tukwila LIILDING DIVISION Project: Addendum to the Tea Gov Residence 4809 South 162nd Street RECEIVED Parcel # 334740-0275 CITY OF TUKWILA REVISION.Nai Tukwila, WA FEB 06 2015 January 20, 2015 PERMIT CENTER 2012 INTERNATIONAL BUILDING CODE 110 MPH WIND, EXPOSURE B, Kzt = 1.00 RISK CATEGORY II - SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D (IBC) 3206 50th Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineer@centurytel.net bt±Ot9I HDUS W/ SS%"x24 ANCHOR .r"r &oR consReo CLG. u— 1 '•O', 1 I g 11 III DINING I I 6' )11 E � .1 I d /, � Lam- e �u l e o //��, / ®1 / // L // CCM — L.N. ¢ I'L.RJ ALOYE fl O 0 YE oeL OR eY 1 FT C516 STRAP W/ Sd COMMON NAILS ABY. t SLW WINDOW OPENING. INSTALL 2X4 FLAT SLKG. BETWEEN STUDS AS NEEDED. r STHDIORJ PERRFORATEDWALL GREAT RM. SAMR 9'•m CL6. KITCHEN 2—CAR GARAGE LINE Or RAOR asove_r STHDIORJ STHDIORJ Ir srou.%AA,z Dom +14 N4 STHD14 MAIN FLOOR 5I-IEAIR k4LL KEY PLAN SCALE: I/8"=1'-0" TEA GOv RESIDENCE KING CO. PARCEL " 334140-0215 1 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerccenturytel.net WALL D: Story Shear due to Wind: Bldg Width in direction of Load: V2W 4367.45Ib Shear Wall Length: .Ldw 4 (3 5 + 6 + 4 5 + 34)ft Ldw = 48ft Percent full height sheathing: Wind Force: vd = 51.51 ft 1.1b vd = 51.51ft 1- lb Co Story Shear due to Seismic: F2 = 6121.711b Distance between shear walls: L, = 100 Lds = 47.22ft Max Opening Height = (Ift-Oin, T# a efore perAF&PA SDPWS Table 4 Seismic Force: 1 € Ed = 103.1 ft 1-lb P1-: 7/16" Sheathing +nrl;8tf n011 @ 6" O C.; Wind.' Capacity 339 pif Seismic Capacity = 242 p1' Dead Load Resisting Overturning: Ld 3 ,ft Plate Height:.Pt 9 ft W.R := 0.6(15 ).sl 0 1 Ld + 0 6 (10:.-P -Y a Overturning Moment: 0�:= vd-Ld-Pt 0 &-(lOpsf).10ft Ld OTMw = 1622.63 ft•lb Holdown Force & Net Uplift: OTM, DLRM Co HDFdW Ld HDFdw + HDFdd, = 111.591b 1.00 ,0 7F, L1 !. Ed = 103.1 ft 1-lb Co L WR2 DLRM = 698.25 ft•1b 2M := Ed•Ld•Pt OTMS = 3247.75 ft-lb = 264.11 lb HDFds :— No Holtiown Required !. OTC DLRM Co Ld l HDFds + HDFdds = 887.35 lb = 728.431b Base Plate Nail Spacing (2012 NDS Tabie11N) Anchor Bolt Spacing (2012 NDS Table 11 E) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Z := 1122•lb AcAw= 1.6 ff Ati„:= 860.1b = 1.6 := As -CD ZB = 13761b (CD ZN Co) — 3.79ft tCD ZN Co) — 1.89ft '" (ZB'Co� (ZB'Co) _ ' vd Ed ^ vd 26.71ft E 13.35 ft d 16d .@ 16" o.c. Sir AiB. ' 7 " o,c. Tea Gov Residence..xmcd Mark Myers, PE 1/20/2015 2- 3CO 4• CONC. PATI❑ ars• 5LDR. GUEST SUITE a (�. ora t 1•a•rAss sm. R45. CORD CIA. • Y•0• CL6. DINING / /// // 4 . ;/ L-�/ -/ / coo' A LL CF ABOVE OPEN TO ABOVE YE s '6 OBI- OR. et items ABOvE r�l i` r V.C. 3•# CASE. GREAT RM. EAATNb DAN Jiro IS 7 VDiN • 9.-' 0CLa KITCHEN ram IJ 5 PAtilECC D 6Y1Lvs 2-CAR GARAGE rOFF "LUME OF FLOOR ABOVE S — J 7 Y IN FLOOR PLAN sr 1CAL6 Y6 .P O' lee OM. 6AR116E DOOR lEA 60v RwEDCYE 3 • elk ir lak in WV 111 imm vas si ;7# tille011•11,101$ • WM° IN kW. itigri • 41 111111111aailorig IMPIP501 Ats TO N MALL T4) /I7,A 1/1-7-1 T..zr TV MUM UPPER FLOOR FRAMING PLAN - I IN ag PrA • 1'-6' 0.H. TYPICAL (-TA TY 4.9ri -1Y SCALEt wow - ALL DOOR/WINDOW HEADERS TO BE LAB DP #2 AT BEARING WALLS , U.N.O., 6'-0- MAX. SPAN 11.4 04M la$101912 TM CO. PMCIEL 33(1404,215 Permit No. Myers Engineering, LLC FILE COPY 3206 50th Street et NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 j wengineeracenturytel.net January 7, 2015 Attn: Building Department Ref: Tea Gov Residence — King Co. Parcel # 334740-0275 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 13 2015 City1of Tukwila BUILDING DIVISION This is in response to the request by owner for my approval of the addition of a 3ft wide x 4ft tall window in the exterior side wall of the Kitchen. During construction of the new single family home, an extra 3040 window opening has been framed into the exterior wall. The edge of the window is located 86 inches from the wall between the Kitchen and the Pantry/Garage. Accompanying this letter is a calculation packet that includes the revised shear wall calculation, and revised floor plans, framing plan, and shear wall key plan showing the location of the added window. As per the framing plan notes on the original drawings the header for the window should be a 4x8 DF #2. No other structural changes/repairs are necessary as a result of this addition. If you have any questions, please give me a call. Sincerely, Mark Myers, P.E. REVISION NO.:L biN-o181 Page 1 of 1 RECEIVED CITY OF TUKWILA FEB 0 6 2015 PERMIT CENTER 3e.-10' FIRE HYDRANT exxxxxxx rxxxxorxxxxxx WATER METER W—W—W W—W—.- II o EXISTING POWER POLE Ir TYPc 1 CAT :H BASIN 31.00' 60.00' FOOTING DRAIN xxxxxxxxx; OM ME -- mon -- --- an OM SILT FENCE 60.00' CONNECT FRONT ROOF DRAINS TO STORM STUB WITH 6' DIA PERFORATED PIPE IN 25(10' TRENCH On gin PLASTIC COVERING O1R1' MQTN6 N 4N X•N 1IlIOIA POMP Q OPT. 1111114CKPOCH TQ CP 5TOCKPILE5 MAX. E1.20 cureLOPEE. MICRON @16Nn YM OOPS PROVIDE E1E7117Y PMMPATWI AT TCE URN TOE 11111141111140 N 4 N X N TIMMA M PUT CP, PT. WRACK ROM COTTON Q _._ _ E 1H _ • - CONVEY IOC. TO APPROVED To PIEDVIDE ttlDIAT! 11PPOR RY ROOSION r1EORCTIQ! TO ELOPES AND 1,141111PRED AMOR THAT CANNON OE GOVEIOD OY MILCilG 1 MATTNO CONSTRUCTION ACCESS E2.10 MAOLI1m AGORA OWL 0E RIO N ALL ARM OP NE OM UN VEHOIZ TRAM AND PATE I . *GLUM PI.MIT1146 sort Ones MEMO Q F OV PP4 SIAOLIZED ALMS TILL ISE COOcp. PARCEL NUMBER 334740-0275 FILE COPY Permit No. 279.1' 5'-0' B.S81. 5'-0' Bs.BI. 276.4' REVIEWED FOR ,CODE COMPLIANCE APPROVED AUG 2 5 2014 City of Tukwila BUILDING DIVISION LEGAL DESCRIPTION HILLMANS MEADOW GARDENS DIV #1 PLat Block: 2 Plat Lot: 49 LOT COVERAGE BLDG. FOOTPRINT PATIO, WALK DRIVEWAY TOTAL IMPERVIOUS SURFACES LOT AREA % OF LOT COVERAGE 1,71 I S.F. 142 S.F. G84 S.F. 2,537 S.F. 11,IIO5.F. 22.83 % r19.40 I19.40' These plans have been reviewed by the Public Works Department for conformance with current omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions tq these drawings after this date will void this accept ce and will require a resubmittal of revised drangs for subsequent approval. a Final acceptance is subject to field inspection by the Public Works utilities inspector. -T_Taf--- 3/2-2/ 1 4- CORRECTION VTR# SITE PLAN SCALE: 1' = 20'-0' By: -- or TUKWILA VICINITY MAFAUG 1 2. 2014 PERMIT CENTER URBAN DESIGN GROUP URBAN DESIGN GROUP 879 RAINIER AVE N. SUITE A-200 RENTON, WA 98057 PHONE: (206) 838-8250 EMAIL: ADMIN@URBANDESIGNS.US OWNER INFO.: ENG YOU I R TEA NOR GOV 4809 SO. 162ncl. STREET TUKWILA, UJA 98188 (206) 244-8524 SITE INFO.: DRAWN BY: Pavel Melnik DATE ISSUED: 0528.14 REVISED: 08.06.14 SITE PLAN r PLAN VIEW THE WATER METER IS INSTALLED BY CITY STAFF 1' COUPLING MUELLER 110 X ANGLE STOP BALL VALVE B-24258 TO MAIN ME K COPPER (DCVA) DOUBLE CHECK VALVE • TYPE K COPPER PIPE - PVC OLY ETHYLENE FSiE TO SERVICE 1' MUELLER 300 BALL CURB VALVE FULL PORT 020285 THIS VALVE IS ROTATED TO A VERTICAL POSITION THIS VALVE IS TO BE SEALED IN A OPEN POSITION 1' MUELLER RESID. FIRE SERVICE CONNECTION WTTH F.I.P. CONNECTIONS & LOCKABLE ANGLE BALL VALVE THIS VALVE IS IN A HORIZONTAL POSTION DOMESTIC TO SERVICE • TYPE K COPPER PIPE -PVC - POLY ETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. FINISHED GROUND LINE 24 TO MAIN 1" FIRE SERVICE PARTS LIST: SECTION GRAVEL TYPE K COPPER METER INSTALLED BY CRY MUELLER RE5 FIRE SERVICE CONNECTION 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: TO SERVICE - TYPE K COPPER PIPE - PVC -POLY ETHYLENE 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. NOT TO SCALE City of Tukwila 1" FIRE / DOMESTIC SERVICE SHEET: XX-XX REVISION 01: 1-11.2012 LAST REVISION: seoenvwI• 824258 •COLIPLIAG MEULLER 110 X ANGLE STOP -SALL F W'SHED GROUND LINE 2i- TO MAIN 1" FIRE SERVICE PARTS LIST: SECTION METER INSTALLED BYCITY TAILPIECE WITH FEMALE IRON PIPE THREADS GRAVEL ` FOR DOMESTIC AND I`CVy FIRE SERVICE COALE CHECK VALVE ICPT.ONALI TYPE K COPPER 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: • TYPE K COPPER PIPE -PVC - POLY ETHYLENE 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4. REFER TO CHAPTER 7 OF THE STANDARDS. NOT TO SCALE City of Tukwila FLOW -THROUGH SYSTEM 1" FIRE / DOMESTIC FIRE SERVICE SHEET: XX-XX REVISION #1: 07.10 LAST REVISION: APPROVAL: * FILE COPY Permit No. MYERS ENGINEERING LATERAL ANALYSIS & GRAVITY CALCULATIONS IF THIS SIGNATURE IS•NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: Tea Gov Residence King Co. Parcel # 334740-0275 Tukwila, WA May 21, 2014 2012 INTERNATIONAL BUILDING CODE 110 MPH WIND, EXPOSURE B, Kg = 1.00 RISK CATEGORY II - SOIL, SITE CLASS D SEISMIC DESIGN CATEGORY D (IBC) 3206 50th Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineer@centurytel.net RECEIVED CITY OF TUKWILA JUN 1 2 2014 PERMIT CENTER Div-oadi �0- Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©icenturyteLnet DESIGN LOADS: ROOF DEAD LOADS ROOF LNE LOADS FLOOR DEAD LOADS FLOOR LNE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X. HF#2 BEAMS OR HEADERS 4X - 6X OR LARGER DF#2 LEDGERS AND TOP PLATES HF#2 STUDS 2X4 OR 2X6 HF Stud POSTS 4X'1 HF#2 4X6 HF#2 6X6 -DF#1 GLUED -LAMINATED (GLB) BEAM & HEADER. Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. lb d ft2 TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASH INGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE•SEALAND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVALABLE AT TIME OF INSPECTION. lb ft ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THtS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. Tea Gov Resider mGd ) f , ►y a Mark Myers, PE 5/21/2014 Design Maps Summary Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/snmmary php?te.. 1 E S Design Maps Summary Report User -Specified Input ReportTitle Tea Gov 'Residence Wed May 21, 2014 04:35:18 UTC Building Code Reference Document 2012 International Building Code (which uti¢es USGS hazard data available in 2008) Site Coordinates 47.4964°N, 122.2801°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 1.508 g Sl = 0.566 g Sms = 1.508 g SM3 = 0.849 g Sos = 1.005 g Sol = 0.566 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.76 T 1.60 1.44 1.20 1.12 41 0.96 10 • 0.80 1.10 0.99 0.02 0.77 • 0.56 H 0.55 0.64 � 0.41 0.40 ~•^+. 0.33 0.32 0.22 0.15 0,11 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 Period. T (sec) Design Response Spectrum 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 Period. T (sec) 2.00 Although this information is a product of the U.S. Geobgical Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1 of 1 5/20/2014 9:35 PM t Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net LATERAL ANALYSIS : BASED ON 2012 INTERNATIONAL BUILDING CODE QBC) Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. Risk Category II per IBC 1604.5 & Soils Site Class D (Assumed) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2012 IBC Section 1613.1 LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Desian Data: k := 1.0 (ASCE 7-10 Table 1.5-2) 4,:= 6.5 Sta := 3.0 Cd := 4 Light -frame (wood) walls sheathed w/ wood structural panels rated for shear resistance (ASCE 7-10 Table 12.2-1) Equation 16-39 2 1.01 Sips •= 3 • S1OB = Equation 16-40 SDI := 3 •Sm1= 0.57 -Seismic Design Category D (Sps greater than 0.50g & Sul greater than 0.20g) Roof Slope Adjustment Factor. Plan Area for Each Level: (Upper Roof) (Upper Floor) Plan Perimeter for Each Level: ......................................... 2(301+ 2(f • (Upper Floor) Sa = 1.12 Sb = 1.2 Alb := 156ft2•Sa + 112ft2•Sb Ago := 0ft2 (Lower Roof) (Deck) (Main Floor) W,wx= Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Weight of Structure at Each Level: Weight of floors include 10psf weight of floor framing, flooring material, insulation, plus 10psf for miscellaneous interior walls. Lateral Loads transferred to foundation at Main Floor Level ^W - w1 + w2 = 89940.11b Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 3 • 22 BF AREA SUMMARY MAIN FLOOR 1113 .I. UPPER ROOT! 1,410 .f. TOTAL: 3,623 AC GARAGE: 422 • PATIO (REAR, 94 .f. COVD FR2IT PORCH: 40 .P. 120SF r FOUNDATION VENTILATION USE IL' x 7' SCREENED FDN. VENTS (I) VENT = .52 5Q. FT. NET FREE VENT AREA FDN AREA NET VENT AREA REQ'D (N.V.A.) 300 N.V.A. - QTY OF VENTS REQUIRED .52 1108 -3.69 - 7 1 VENTS REQ'D 3.692- ( 8 ) VENTS REQUIRED Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Approximate Fundamental Period, Ta: Ct := 0.02 x := 0.75 (per AS CE7-10 Table 12.8-2) T, := Ct•h X = 0.22 (ASCE7-10 Eq. 12.8-7) (Structural Height perASCE7-10 Sect. 11.2) TL := 6 (per AS CE7-10 F. 22-12) Ta is Tess than TL, therefore Cs need not exceed: Sol- 0.39 (ASCE7-10 Eq. 12.8-3) (11,1Ta CS shall not be Tess than: 0.044SDS•1e = 0.04 (ASCE7-10 Eq. 12.8-5) Ca .— Sips — = 0.15 Total Base Shear: VE := C$•W = 13910.731b C-� lO Vertical Shear distribution at each level: for structures having a period of 0.5 sec or Tess: k := 1 Oft12ft __ (wi.hi) Cvl (wl•hi + w21 2) — 0.56 (W2' h2) Cv2 (wl hl + w2.h2) - 0.44 (Height from base to level x) Fl := Cvl• VE = 7789.031b F2 := Cv2• VE = 6121.711b Story Sh at Upper Floc S tory S an t Main Floor Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerrcenturytel.net WIND DESIGN Use analytical procedure of ASCE 7-10 Chapter 27 (Directional Procedure for buildings of all heights) 110 Kd := 0.85 G:= 0.85 3-Sec Peak Gust (MPH) for Risk Category II (Figure 26.5-1A). Wind Directionality Factor (Table 26.6-1). z := h K2:=(1— x =0.75 K3:=e Lh =0 µLh) Gust Effect Factor (ASCE7-10 Sect. 26.9.1) Mean Roof Height as per Sect. 26.2 Kn :_ (1 + K1.K2•K3)2 = 1 Building is an Enclosed Building as perASCE7-10 Sect. 26.10 GCS; := .18 +/- Internal Pressure Coefficients (ASCE7-10 Table 26.11-1) Velocity Pressure Exposure Coefficient (Table 27.3-1): 2: (2_j (per ASCE7-10 Table 26.9-1 based on Exposure Category) zQ 1200ft, a=7.0 (Exp B), z9 900ft, a=9.5 (Exp C), zg=700ft, a=11.5 (Exp D) Height from ground to level x (z,r;n = 15ft) e) Kz1 := 2.01 �1 = 0.62 Kz2 := 2.01 z2 = 0.57 Kh := 2.01 (—b. = 0.67 Zg Zg Zg) External Pressure Coefficients w/ Roof Pitch = 6/12 (27 degrees) Front to Back & 8/12 (34 degrees) Side to Side Taken from Figure 27.4-1 Front to Back: Side to Side: I := 60ft Bt, := 30ft B = 2 = 0.42 L := 30ft B.:= 60ft B = 0.5 L. = 0.83 Windward Wall Windward Roof Leeward Roof Leeward Wall Windward Wall Windward Roof Leeward Roof Leeward Wall Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 lb ,ifv77,2.2zeNAMT=j1 j" %Cf.. • - • • ' " ' ''' • • • ---' .4_ .% 5 0 "0.-...,- . 1 ,,Aftditi /-r;:itarAF 411; A,r i ,pr..,417..1,1,,,,, i i•i!..,i; . -1;0i ,0,--,-,.--,;--_-.,-,-----040. iit:i,,i,'I�III iii:iiiiiuiiPi!!! �■, ��' -'� I[ I L �'�L II i11 ;,. FRONT ELEVATION RICsI•-IT ELEVATION 7 CON. MGL!! flT. 11.0 RAIG/i e414.1 NLTNOCO r ur SONG ',roar. perm. Garret! CH F SA IM FASCIA. maw, Tir. NT 11 INSULATE INSLLAATEC ECANR w iase NvaA LEFT ELEVATION REAR ELEVATION Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Velocity Pressure (qq) Evaluated at Height (z) (Equation 23.3-1) qZ1:= 0.00256•1cl•K .Kd•V2 = 16.43 qa:= 0.00256•K72-KZt•Kd•V2 = 15.13 qh:= 0.00256•Kh•Kn•Kd•V2 = 17.51 Design Wind Pressures p = gGCP - gi(GC0) (Equation 27.4-1) where q1 will conservatively be taken equal to qh Windward Wall Bath Directions Windward Roof Front to Back Leeward Roof Front to Back Leeward Wall Front to Back Windward Roof Side to Side Leeward Roof Side to Side Leeward Wall Side to Side Pww1 := gZl•G•Cp•psf = 11.17ft 2-lb Pwr1 := qh• Cpf2.psf = 3.42ft2•lb pbl := gh•G•C •psf = -8.93 ft 2-lb Ptw1:= gh•G•Cf4•psf =-4.47ft2•lb Pwr2 := gh•G•Cp82•psf = 3.57ft 2•lb prr2 := gh•G•C •psf = -8.93 ft 2-lb Plw2 := gh•G•Cps( psf =-7.44ft 2-lb p := ga•G•Cpf•psf = 10.29ft2•lb The Internal Pressures on Windward and Leeward Walls & Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Check net pressure not less than 16psf at walls & 8psf at roof over projected vertical plane: Pwrl - Plrl = 12.35ft2-lb Pwr2 — plr2 = 12.5 ft 2-lb Pww1 - Plw1 = 15.64 ft2-lb Pww1 - Plw2 = 18.61 ft 2•lb Wind Pressure at Upper Roof (Front to Back): Wind Pressure at Main Floor (Front to Back): Wind Pressure at Upper Roof (Side to Side): Wind Pressure at Main Floor (Side to Side): Pww2 — Plwl = 14.75ft2-lb Pww2 — Plw2 = 17.73ft2-lb Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerc@centurytel.net Determine Component & Cladding Toads: Design Wind Pressures p = gh[(GCp) - (GCpi)] (Equation 30.4-1) (GCP) is given in Figures 30.4-1 thru 30.4-7 (GCpi) is given in Table 26.11-1 (See above) GCpl;u := 0.5 GCp := 0.5 GCps;u := 0.5 Figure 30.4-2B (0 = 27 degrees) GCplout := —0.9 GCp2out := —1.7 GCp3out := —2.6 GCp2oh := —2.2 GCp3oh = —3.7 GCp4in := 1.0 GCps;u := 1.0 Figure 30.4-1 GCptout :_ —1.1 GCpsout :_ —1.4 Pi := gh'[(GCpiout) - (GCp;)]psf Pi = -18.91 ft 2-lb (Zone 1) P2 := gh'PCp2out) - (GCp;)]psf p2 = -32.92 ft2.1b (Zone 2) P3 := gh•[(GCp3out) - (GCp;)]psf p3 =-48.68ft 2.1b (Zone 3) = gh•((GCp2oh))psf P2 =-38.52ft 2-lb (Zone 2 Overhang) R= gh'((GCp30h))Psf p3 =-64.79fi 2-lb (Zone 3 Overhang) When roof pitch is less than 0=10 degrees, values of GCp for walls may be reduced by 10% P4 := gh'[(Gc, ) - (G /Apsf p4 = -22.41 ft 2-lb (Zone 4) Ps := gh'[(GCpsout) - (GCp,Epsf p5 =-27.67ft 2-lb (Zone 5) Net pressure shall not be less than 16 psf for Components and Cladding (ASCE 7-10 Sec. 30.2.2) a = 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least horizontal dimension or 3ft 0.1(30ft) = 3 ft Therefore a:= 3ft 0.4•h= loft 0.04(30ft) = 1.2ft Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 1n fi GL J Y 3 Lep 1�1 6•4• sLDR EGRESS BEDRM. 3 W '0 7� 6' DI-PAss R.*6. AN AL UND, HALF WALL 3 OPEN TO 6ELOW { rt. OP ROOF edeLr D4 e BEDRM. 4/BONUS W. BEDRM. 2 LN. OF FLAT OL.Ca. — J L� LINE OF LOWER ROOF m I VAULTED MSTR. I SUITE / \ / \ / \ / \ sLDR. ay W.I.C. Irt R4s /`+S-t,N Atorci10 UFFER FLOOR FL AN tl 4 • 9D tt Lya Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer@centuryteinet WALL AA: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length Laaw = 16ft Percent full height sheathing: Wind Force: vaa = 89.66ft1•lb co = 89.66ft 1•lb na tea tic:'. Story Shear due to Seismic: Distance between shear walls: % = 100 PPr Seismic Force: Eu = 106.96 ft 1 •lb Co = 106.96 ft 1•lb 0 Lang = 14.28ft 2H F1 = 7789.03 lb refore Dead Load Resisting Overturning: L27$::ft Plate Height: Pt = 6•ft Overturning Moment: OTMW := vaa-LL•Pt OTMW = 1972.56 ft-lb Holdown Force & Net Uplift: HDFaaw OTMW DLRM Co Laa HDFaaW = 626.55 lb No dt fAilidigaN Base Plate Nail Spacing (2012 NDS TableliN) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 BP .= (ZN CD Co) = 2.18ft (CD ZN Co)1 = 1.82ft Vaa Eaa 1-141 DLRM := WR• - DLRM = 249.56 ft• lb OTM5 := Eaa•LL•Pt OTMS = 2353.22 ft•lb HDFaag :— L as OTM8 DLRM Co HDFaag = 764.971b Anchor Bolt Spacing (2012 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 860•lb = 1.6 ZB( := AS•CD Z8 = 13761b \ZB.00) = 12.86ft Eaa (ZB•Co) As:= = 15.35ft vaa Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 rz- Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerrcenturytel.net WALL BB: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length LbbW=9ft Percent full height sheathing: Wind Force: vbb = 122.61 ft 1.1b vbb = 122.61 ft1.1b Co Dead Load Resisting Overtumina: 9 Story Shear due to Seismic: Overtumina Moment: 1,4,,= vbb•Lb,•Pt OTMW = 2207.06ft•lb Holdown Force & Net Uplift: OTMW DLRM HDFbbW := Co Lbb HDFbbW = 906.67 lb Distance between shear walls: % = 69.23 Seismic Force 0: 14 Ebb = 232.11 ft1.1b ft Plate Height: Ft = 7789.03 lb Ebb = 232.11 ft 1.1b Co Lbb WR 2 0902Mtv'— Ebb'Lbb'Pt HDFbbs OTM1 co DLRM = 167.06 ft• lb OTMS = 4178.02 ft•lb DLRM Lbb HDFbbs = 1782.651b woof, , owl Base Plate Nail Soacina (2012 NDS Tablell N) Anchor Bolt Spacing (2012 NDS Table 11 Et 16d Common (0.162"x3.5") Nails & 1 1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir := 122•lb = 1.6 1r( __ (CD•ZN•C0) (CD•ZN.C°) 'Be vbb - 1.59ft Ebb - 0.84ft A:= 860.1b = 1.6 Z := As•CD ZB = 13761b (ZB•CO) As : vbb — 11.22ft (ZB•Co) = 5.9311 Ebb Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 15 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net WALL CC: Story Shear due to Wind: Bldg Width in direction of Load: ................................... .................. I> Story Shear due to Seismic: Distance between shear walls: I s 413 ,;= vcc•I •Pt OTMK, = 1013.08 ft•lb Holdown Force & Net Uplift: Base Plate Nail Spacing (2012 NDS Tabie11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir Tom:= 11(22•lb = 1.6 ` l `CD� cO) = 5.78ft vcc ICDEN COJ = 2.45ft Tea Gov Residence..xmcd Anchor Bolt Spacing (2012 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir 860.1b= 1.6 Z := AB•CD (ZB•C°) Mark Myers, PE = 17.25ft 5/21/2014 !'i Myers Engineering, LLC 3206 50th Street et NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: 22431,•= vdd•Ldd•Pt OTM,= 925.9411lb Holdown Force & Net Uplift: OT 1w DLRM Story Shear due to Seismic: ............... Distance between shear walls: Base Plate Nail Spacing (2012 NDS Tabie11N) 16d Common (0.162"x3.5") Nails & 1 1/2" Plate Hem -Fir 4:=1122.1b=1.6 (CD.ZN. CO - 6.75 ft vdd Eaa Tea Gov Residence..xmcd Anchor Bolt Spacing (2012 NDS Table 11 EZ 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Av:= 860•lb= 1.6 AS CD ZB = 13 i (Z C Z C Ac •.:= ` — 47.55 ft vdd Ea, Mark Myers, PE 5/21/2014 15 Myers Engineering, LLC 3206 50th Street et NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer@centurytel.net Story Shear due to Wind: Bldg Width in direction of Load: Lees., = 21.5ft Base Plate Nail Spacing (2012 NDS Table11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir 7:= 1122•lb= 1.6 ! l RR (ZN CD•Co) - 1.65ft `CD ZN Co} - 1.55 ft AGRi _. Tea Gov Residence..xmcd Anchor Bolt Spacing (2012 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir A&:= 860.1b = 1.6 Za( := As -CD (ZB•C0) Mark Myers, PE = 10.95ft Eee 5/21/2014 16 Irk iL y ATIO 6•0 sum GUEST SUITE w ,Iwj'Fev GL 1•15I-F' GREAT RM. R•& 9'-m' CLG. DINING // b L__�' , ,.^/ /�LJ CHINA NIG�s /' -AM OF R.1 p opeN re ABOVE YE n �n OBL OR 6 j RADIUS Cd> EATING GAR vow •9m'CLC KITCHEN W.C. 6-6010 2-CAR GARAGE 1 L OF PLR. ADV. r LNE OF BOOR ABOVE _I-- -J Wit? OH. GARAGE DOOR b :41h a 1 MAIN FLOOR PLAN ti IvivS Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Story Shear due to Wind: Bldg Width in direction of Load: a::= va.LB Pt OTMW = 8117.05 ft•lb Holdown Force & Net Uplift: r OTMw DLRM Co - .. Tea Gov Residence..xmcd Story Shear due to Seismic: F2 = 6121.71 lb Distance between shear walls: L Mark Myers, PE 5/21/2014 r' Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Dead Load Resisting Overturning: Overturning Moment: a= va•4ft•Pt OTMW = 11806.62ft•lb Holdown Force & Net Uplift: OTMW - DLRM Co La HDFaW + HDFaaW = 2103.21 lb = 1476.661b Base Plate Nail Spacing (2012 NDS Tabie11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir ZA:= 122.1b= 1.6 �nBrRd = (CD•ZN Co) = 0.6 ft (CD ZN Co) - 0.53 ft va Ea IINgt ZA := wiz- 2 DLRM = 1470ft•lb 9 := Ea 4ft•Pt OTMS = 13321.28ft•1b r OTMS DLRM Co L HDFas + HDFaas = 2458.01 lb = 1693.041b Anchor Bolt Spacing (2012 NDS Table 11 El 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir ^A ,:= 860•lb , = 1.6 7 := AS•CD ZB = 13761b (ZB.cO) = 3.72ft Ea (ZB.co) _ = 4.2 ft va Tea Gov Residence..xmcd Mark Myers, PE 11 5/21/2014 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer@centurytel.net ............... Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 zo Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centuryteinet WALL C: Story Shear due to Wind: Bldg Width in direction of Load: '1V2i#*+36745..,,, • Shear Wall Length: Leir-:. ;67:i+6...;4:::703,,+ vc — = 61.55ft- 1.1b vc = 61.55ft 1.1b Co Dead Load Resisting Overturning: Story Shear due to Seismic: F2 = 6121.711b Distance between shear walls' ts-.4''=“' • W•v: Lc .=,E(5.... -.4.:,&+,20414F,8)ft Lc, = 40.17ft Max OpeningHeight 2 00PAE4 Seismic Force: 2444.1.7 (1.605; ..:*•0.6.410150) 6.6 Overturning Moment: A= OTM„, = 4431.81 ft-lb Holdown Force & Net Uplift: ( OTMW -DLRM Co Lc HDFc,,, + HDFc,c,,, = 8.131b = 97.981b N61461 E, Ec= 121.2ft1-lb —= 121.2ft 1-lb co Plate Height: h* 9. Base Plate Nail Spacina (2012 NDS Table11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir 122-lb c;= 1.6 (CD-ZN-00) = 3.17ft (CDIN.00) = 1.61ft vc E, J s- HDFc, Ls DLRM := — 2 DLRM = 3648 ft-lb Ec•Le•Pt OTM, = 8726.67 ft-lb 'arm co DLRM HDFc, + HDFcc, = 912.81b = 634.83 Ib Anchor Bolt Spacing (2012 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & Plate Hem -Fir 860-lb c44,;= 1.6 Z414:= As -CD ZB = 13761b (ZB.00) (ZB- Co) As := - 22.35ft = 11.35ft vc 8- A. iialr Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer@centurytel.net Bldg Width in direction of Load: ft Plate Height: Base Plate Nail Spacing (2012 NDS Tabie11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir 7:= 122•lb= 1.6 (CD ZN Co) — 4.03 ft �CD ZN Co� = 2.04ft vd Ea Tea Gov Residence..xmcd Anchor Bolt Spacing (2012 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir ,:= 860•lb= 1.6 (ZB•Co) As:= = 28.38ft Mark Myers, PE 5/21/2014 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerrcenturytel.net WALL E: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Lew= 19ft t44003619: Story Shear due to Seismic: F2 = 6121.711b Distance between shear walls: 2 . = 33.5ft Leg = 19ft Percent full height sheathing:_,p % = 100 Wind Force: ve = 292.05 ft1-lb C = 292.05 ft1-lb 0 sh Dead Load Resisting Overturning: Overtumina Moment: = ve•Le•Pt OTM., = 15770.691lb agk1own Force & Net Uplift: OTMW DLRM Co HDFew :_ Le / Seismic Force: E Ee = 255.01 ft 1.1b C = 255.01 ft 1 •lb Co Plate Height: at, :. Le RI'= WR• 2 tio:= Ee Le•Pt = 2448.45 lb HDFeg :- .................... Simpson Base Plate Nail Spacing (2012 NDS Tabie11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem -Fir ZA:= 1122.1b A.= 1.624 - lCD'ZN Co) - 0.67ft tCD ZN C°� = 0.77ft ve Ee 16d@ OTMM Co DLRM = 1080 ft•lb OTM8 = 13770.73 ft• lb DLRM = 2115.121b Anchor Bolt Spacing (2012 NDS Table 11 Ei 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir 41,:= 860•lb = 1.6 Z:= AS•CD ZB = 13761b (ZB-CO) ve - 4.71ft 5I8`:l (ZB.Co) Ee - 5.4 ft Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 Z3 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-8 Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Diapragm Shear Check: Assume 2x HF Roof Framing, 7/16" Sheathing w/ 8d (0.131" x 2.5") nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Wind Capacity = 300 plf & Seismic Capacity = 214 plf Unblocked Diapraghm Case 2-6 Wind Capacity = 221 plf & Seismic Capacity = 158 plf Wall Lines AA: Laas vaa• La— aW - 47.82ft 1•lb E. = 0.5ft 1.1b 30ft 3040ft Wal Lines BB: LbbW 1 Lbbs 1 vbb• 20ft - 55.18ft •lb Ebb. 20B - 58.75ft •1b Wal Lines CC: LLee, vcc• 58ft - 20.04ft 1•lb E��• 58ft = 47ft 1•lb Wal Lines DD: Did vdd- 56ft = 20.76 ft1-lb Edd• 56ft - 48.68 ft1.1b Wall Lines EE: Lee vee•30ft - 84.6 ft 1-lb Ese• 30ft = 90.09 ft 1 •lb Wal Lines A: va•Lav, - vaa•Laaq, 1 Ea La, - E8a Laas 1 30ft = 56.03fft •lb 30ft = 39.88ft•lb Wal Lines B: vb•Lbw Eb•Lbs - 121.67 ft1 •1b - 106.07 ft 1 •1b 20ft 20ft Wal Lines C: vc•Lcv, - vcc•LccK, -1 Eo.Lcg - Ec Lccs 1 60ft = 21.84ft •1b 6011= 35.71ft lb Wal Lines D: vd•LcL - vdd•Lddy, Ed•Lds - Ead-Ldds 1 57ft - 22.99 ft1 lb 57ft = 37.59 ft• lb Wall Line E: ve•Lew Ee'Les 1 30ft = 184.96ft 1 •1b 30ft - 161.51ft •lb OK, Case 1) Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 ill 3 J I I I L LINE OF WALL. DELOW I —I LJ LINE OF LOWER ROOF CAMERAL 1RIes ecbeGR HP atria / OF ROOF EiELOI, Mk Try' ATflG AOCEI$ LINE OF LOWER POOP 1 1 , P-6' O.H. TYPICAL .25 0 1 • ( IJ 1,1 em RJ I4 AT Baler FLt Ada 6 -'X n li! I I 11 I I CS/t Miha,A) e'-6' OIL TYPICAL �.6 u1E I493/401RA1 oR231.434014 49 24 2-.' IS'i' --------*—,_4 4'OW. Leal 4• COMP. PILL m NAM MAY _.__.l I,____, f—_ _ — ry ---- - - ----__ 1 j It•2 ocusa Jost 9 i X'i f m4 6'.10• .• 1 '�_- 4 I 1 -= Cam= -�- ' OdeLE JOIN ' i' 1 - wxrs \ J ,• 2X1011.0X*•11OG aft_ n Slwl NW • WRIER M. 2X10R.RAM•Vo•O . 2X1014r"OR xn. r• or. r r L_ 0 30 , 06410LE MOT .v° MN WNW OVA ACM*1- A7@T Sii ✓ 0//�� 1 1II _ 1 1` J i _- r yy4 , 4XIOII T1 rr---- II' t'24 11 �I}L it sit ill .1.-----, ____ -- Lti E 111 11 illS(' /� I f 1 1 I I . s a4 DE �aA I ON 4• Car, FILL TTr 1a ii 4'GQRRl TTI! `I 1 L WM ANAT i, 1 ; � T 1 i 1 I - LIM Cr 1402200D KM EDGE ---' ma V2' M'•Y IRWIN *MOO IO'-0' 20'•0' P-10 Vt' • Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 (253) 858-3248 myengineer@centurytel.net artatememaarammummummraMe 111111111111111111111111111111.111111111111111101111 im m r�lR1-n=_mrimmumummummuia["a�.. summosammms unammummmumniummawnrciamn 1 ZZ5 „le 1111111111111111111111111111110111111M1 - 11111011111111111111111111111 ■ ■ 11111 URR 1111111111111111111111111111111111111111111111111111 MIMI= 111111111111111111111111111111111111111 FOR {ell &c✓ t€5 JOB Z�6 DATE 7 "-r%"%Y BY /<1/( 1410 )5I•q0 7, f �6 151?hialf ;&,.. _ pli. 0//* ).:TIO , 1 e t 7.04 L=� 6�5L(t n+ G;' ee s 1 P, 103 L M a 4 te• wo 4 151,5f 9 r i- j2 ,F` r' it5.5( h4ILi.1._ y el x - eis ..„ = ni,5 / , 15, 6 15},isf r�zcx Zitm lief 5f igt917 wit r 5. 9s $ 4.5 1-* is s( 1 � t FOR6‘4.64 ✓ 44. JOB 4- 45 11 7.4 �F I Z1 I Myers Engineering LLC 3206 5Oth St Ct NW, Ste 210-B Gig Harbor, WA 98335 (253) 858-3248 myengineer@centurytel.net i 5 !6•Z5 4)c I 1 t 4 4 I lo'l Joie( DATE 7 -Z I'"41/ BY Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 (253) 858-3248 myengineer@centurytel.net Aieis.( _ 1 a 1619 ' 1, i 1 , °' rr41. 7i'V 14101,1 5 =I ye‘),,vict ' ' ii9tg 4-vo5.FracilA •=4-9friv4... i 1 _ , . 1 ci yz. t it -At i . ] 1 . I ; ! 1 3 I , 1 1 , i 1 I- I 1 : , .• . FOR e al" 45. JOB DATE BY AA Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineerQcenturytel.net Description : 1. Header Project Title: Engineer. Project Descr: Project ID: Patted: 21 MAY 2014, 8:46AM Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch : No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf $ D(0.2475) iS(0.4125) Span=6.0ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2475, S = 0.4125 , Tributa rN SUMMA Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Width = 1.0 ft 0.993 1 Maximum Shear Stress Ratio 4x8 Section used for this span 1,162.37psi fv : Actual 1,170.00psi Fv : Allowable +D+S+H Load Combination 3.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.068 in Ratio = 1058 0.000 in Ratio = 0 <480 0.109 in Ratio = 661 0.000 in Ratio = 0 <360 Max. " ' Defl Location in Span Load Combination 0.522 : 1 4x8 93.98 psi 180.00 psi +D+S+H 0.000ft Span # 1 Max. "+' Defl Location in Span D+S 01089 3.022 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only S Only D+S 1.980 0.743 0.743 1.238 1.980 1.980 0.743 0.743 1.238 1.980 3r Mark,Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myenpineer@centurytel.net Beath ascription: 2. 8f1 header RENQE$ ,,„lrnEtRiMt: Project Title: Engineer Project Descr: Project ID: PrEnted: 21 MAY 2014, 8:47A1A 11)040 . AtliiPMD'1197409Y—tgC6 Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination I BC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc Fri' Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch :No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.21 0 pcf D(0.0675) S(0.1125) 7 4x6 Span = 8.0 ft Service loads entered. Load Factors wit be applied for calculations. Uniform Load: D = 0.06750, S = 0.1125 , Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.837 1 4x6 979.27 psi 1,170.00 psi +D+S+H 4.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.134 in Ratio = 0.000 in Ratio = 0.215 in Ratio = 0.000 in Ratio = 714 0 <480 446 0 <360 0.278 : 1 4x6 49.96 psi 180.00 psi +D+S+H 7.562 ft Span # 1 OveralfrikaiiatinitiefleCtieica-: Load Combination Span Max. °-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S Vettidl Reactions U.nfdoed 1 0214.9 4 029 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only S Only D+S 0.720 0.270 0.270 0.450 0.720 0.720 0 270 0.270 0.450 0.720 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-8 Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: m�yengineer@centurytel.net Description : 3. Upper Floor Joist Project Title: Engineer. Project Descr: Project ID: Printed: 21144Y 2014, 8:49f tv1 ATEAGOV-1.EL6..: t:2 Ver6.14.'f'26 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - PrI I Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch : No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf Repetitive Member Stress Increase ,74 Uniform Load : D = 0.0150, L = 0.040 ksf, Triuta LESI41'S Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Width = 1.0 ft 0.909 1 Max 2x12 941.27psi 1,035.00 psi +D+L+H 9.500ft Span # 1 0.414 in Ratio = 0.000 in Ratio = 0.570 in Ratio = 0.000 in Ratio = imum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 550 0 <480 400 0 <360 Design OK 0.234 : 1 2x12 42.04 psi 180.00 psi +D+L+H 18.099 ft Span # 1 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L Vertical Reactions. -Unfactored 1 0.5696 9.569 Support notation • Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only L Only D+L 0.523 0.143 0.143 0.380 0.523 0.523 0.143 0.143 0.380 0.523 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centtrytel.net Description : 3. Upper Floor Joist 0i'7F E.W. ACES Project Title: Engineer. Project Descr: Project ID: Prated: 21 MAY 2014: 8:49AM ND 1 Licensee : MYERS ENGINEERING` Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1 BC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Pr!' Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch : No.2 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 180.0 psi 575.0 psi Density 32.210pcf Repetitive Member Stress Increase D(0.019995) L(0.05332) Span = 17.250 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tribute 3ES/f Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Width =1.333 ft 0.999 1 Max 2x12 1, 034.23 psi 1,035.00 psi +D+L+H 8.625ft Span # 1 0.375 in Ratio = 0.000 in Ratio = 0.516 in Ratio = 0.000 in Ratio = imum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 551 0 <480 401 0 <360 0.280 : 1 2x12 50.46 psi 180.00 psi +D+L+H 16.369 ft Span # 1 Load Combination Span Max. " " Defl Location in Span Load Combination Max. '+° Defl Location in Span D+L 1 0.5159 ►ertcal Reactions t,#actor ... 8.688 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only L Only D+L 0.632 0.172 0.172 0.460 0.632 0.632 0.172 0.172 0.460 0.632 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myencineergcenturytel.net Wood Beam Description : 4 Rim Beam CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: ?rimed: 21 MAY 2014, 8:56AM Fb=C.\Users\Mlark\Desktop)DRAWIN-11URBAND-1\TEA OV IVIpAGOV `EC6 ENERCALC. INC. 1983-2014, Build:6141:26 Verb=i4.126 Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - PrII Fc - Perp : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Douglas Fir - Larch 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470 ksi Density 32.21 pcf + D(0.4335) L(0.22) S(0.425) i Span = 8.0 ft Applied Loads Uniform Load : D = 0.4335, L = 0.220, S = 0.4250 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.871: 1 6x12 762.40 psi 875.00psi Load Combination +1.105D+0.750L+0.750S+0.5250E+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.066 in Ratio = 0.000 in Ratio = 0.110 in Ratio = 0.000 in Ratio = 1454 0 <480 870 0 <360 Overall Maximum Deflections - Unfactored Loads _oad Canbinal:on Span Max. "-" Del Location in Span Load Combination Design OK 0.412 : 1 6x 12 70.00 psi 170.00 psi +1.105D+0.750 L+0.750 S+0.5250 E+H 7.066 ft Span # 1 Max. "+" Defl Location in Span D+. 1 0.1103 Vertical Reactions - Unfactored 4.029 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only L Only S Only L+S D+L D+S D+L+S 4314 0.880 1 734 0.880 1.700 2.580 2.614 3.434 4.314 4.314 0 880 1.734 0.880 1.700 2.580 2.614 3.434 4.314 Mark Myers, PE Myer's Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net escription : 5. Dropped beam at Dining CODEREFICES Project Title: Engineer: Project Descr: Project ID: °Tinted: 21 MAY 2014: 6:58AM 14,014114:41XIVOilitt28,', Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC2012 Fb - Tension Fb - Compr Fc-PrJI Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E: Modulus of Elasticity Ebend- )or 1300 ksi Eminbend - xx 470 ksi Density 32.21 pcf D(0.225 L(0.6) Span = 8.50 ft k6i Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2250, L = 0.60 , Tributary VVidth = 1.0 ft , , " • ..• ••• •• • Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.843 1 6x12 737.52 psi 875.00 psi +D+L+H 4.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.078 in Ratio = 0.000 in Ratio = 0.108 in Ratio = 0.000 in Ratio = 1304 0 <480 948 0 <360 0.382 : 1 6x12 64 94 psi 170.00 psi +D+L+H 0.000ft Span # 1 Overall Maximum Load Combination Span Max "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.1076 Ajratiai , 4.281 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall M INim um D Only L Only D+L 3.506 0.956 0.956 2.550 3.506 3.506 0.956 0.956 2.550 3.506 56 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myencineer@centurvjel.net Wood Beam Lic. # : KW-06008232 Description : 6 Flush beam at Dining CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: Printed: 21 MAY 2014; 8.5RA1' Users\Mark\Desktop\DRAW N-11URBAND-1\TEAGOV-1\TEAGOV-1.EC5 -;;BNERCALC, 3NC..1983-2014, Buis 6.14.1.26-Ver6.14.126 Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1 BC2012 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch .No.2 Fb - Tension Fb - Compr Fc - Prll Fc -Perp Fv Ft Beam is Fully Braced against lateral -torsion buckling 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 32.210 pcf + :Applied Loads D(0.225a L(0.6) + Span = 9 0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load . D = 0.2250, L = 0.60 , Tributa DESIGN SUMMARY.' Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection L Width = 1.0 ft 0.94E 1 Maximum Shear Stress Ratio 6x12 Section used for this span 826.84 psi fv : Actual 875.00 psi Fv : Allowable +D+L+H Load Combination 4.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.098 in Ratio = 0.000 in Ratio = 0.135 in Ratio = 0.000 in Ratio = 1098 0 <480 798 0 <360 0.408 : 1 6x12 69.41 psi 170.00 psi +D+L+H 8.047 ft Span # 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 Vertical Reactions - Unfactored 0 1352 4.533 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only L Only D+L 3.713 1.013 1.013 2.700 3.713 3.713 1.013 1.013 2.700 3.713 17 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer(afcenturytel.net Description : 7. Beam over Entry ODEREAERE Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Project Title: Engineer. Project Descr: �7e"= C lUstasYic1E%s�tbP�lf Project ID: PT ded: 21 MAY 2014; 9:05AM BAND-. Licensee : MYERS ENGINEERING Analysis Method : Allowable Stress Design Load Combination IBC2012 Fb - Tension Fb - Compr Fc - Prll Wood Species : DouglasFir-Larch Fc - Perp Wood Grade :No.2 Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf D(0.1545) S(0.1375) + Span =10.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection overalt Maximr ttoe€Jefons Tributary Width = 1.0 ft ai 0.944 1 6x8 849.45 psi 900.00 psi +D+S+H 5.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.101 in Ratio = 0.000 in Ratio = 0.214 in Ratio = 0.000 in Ratio = 1193 0 <480 561 0 <360 0.258 : 1 6x8 46.50 psi 180.00 psi +D+S+H 0.000 ft Span # 1 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S Verb reaIGti=1iaE Load Combination 1 Support 1 0.2136 Support 2 5.036 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MlNimum D Only S Only D+S 1.460 0.688 0.773 0.688 1.460 1.460 0.688 0.773 0.688 1.460 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph. 253-858-3248 E-mail: myengineer@centurytel.net Wood Beam Description : 8 Ream over Garage CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: Printed: 21 MAY 2014, 11:52AM Fit - r Users\M l idesktaplDRAVANN1\03R8ANt3-13TEAGOV4'I TEAGOV t EG6 ENERCALC:INC.19 3-281t. tia.6.14.126r:Ver6.14,'F26 Licensee MYERS ENGINEERING. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination I BC2012 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling : DF/DF :24F - V4 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0psi E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210pcf + Applied Loads D(0 0375) L(0.1) + Span = 19.0 ft D{0 1635) L(0.04) S(0.1125) VSb(CD RGyr5l8€38) W( 0.007 ,E( 5.348) Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.03750, L = 0.10 k/ft, Extent = 0.0 —» 13.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1635, L = 0.040, S = 0.1125 k/ft, Extent = 13.0 --» 19.0 ft, Tributary Width = 1.0 ft Point Load: D=1.420, S=2.086k@13.0ft Point Load : W = 0.9070, E = 5.348 k @ 13.0 ft Point Load : W =-0.9070, E = -5.348 k @ 19.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual 5 FB : Allowable = 2 Load Combination +1.105D+0.750L+0,750S+0. Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads 0.641: 1 .5x16.5 ,494.33 psi , 331.64 psi 5250E+H 12.967ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable 0.205 in Ratio = 0.000 in Ratio = 0.497 in Ratio = -0.297 in Ratio = = 0.353 : 1 5.5x16.5 93.63 psi 265.00 psi Load Combination +1.105D+0.750L+0.750S+0.5250E+H Location of maximum on span = 17.613ft Span # where maximum occurs = Span # 1 1114 0 <480 458 766 Load Combination Span Max "" Defl D+L+E Location in Span Load Combination Max. "+" Defl Location in Span 0.4968 10.263 Vertical Reactions - Unfactored Support notation Far left is #1 Load Combination Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MlNimum D Only L Only 3.506 0.128 0.924 0.893 4.607 0.276 1.964 0.647 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centuel.net Wood Beam escription : 8. Beam over Garage Y ICaY eaCtkns 40' Project Title: Engineer. Project Descr: Project ID: Famed 21 MAY 2014,1152AF! Frh .liiserslMaFkpeslstoptDRAWIt 0% D•liEAGOV 41?F1>GO'V=`1EC6 ENERCALG,1t [963-2414; Braid $.14:ft266, Uer 614'tQ8 Support notation : Far left is #1 Licensee : MYERS iENGINEERING Values in KIPS Load Combination Support 1 Support 2 S Only L+S W Only -W Only E Only -E Only D+L D+S D+W D+L+S D+L+W D+E D-E D+L+E D+L-E 0.765 1.996 1.658 2.643 0.286 -0.286 -0.286 0.286 1.689 -1.689 -1.689 1.689 1,817 2.611 1.689 3.960 1.210 1.678 2.583 4.607 2.104 2.325 2.613 0.276 -0.765 3.653 3.506 0.922 0.128 4.300 qo Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net Wood Beam Lic. # : KW-06008232 Description : 9. Beam over front of garage CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: Printed. 21 MAY 2014,1151Ar:'. Fib = C1Users1Mark)DesktoplDRASVIN-IIURBW-1VIEAGOV-IITEACOV-I.EC6 t,ENERCALC, INC. 19832814, Build 6.141.26, Ver614,1.26 Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1BC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Pr11 Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DF/DF :24F-V4 2,400.0 psi 1,850.0 psi 1,650,0 psi 650.0 psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend-yy 1,600.0ksi Eminbend - yy 830.0 ksi Density 32.210pcf W(0.907 E(5.348yV(-0.907) E(-5.348) Applied Loads D(0.201) L(0.12) S(0.125) W(0 907) E(5.348yV(-0.90i 5.5x13.5 Span =19.0ft (-5 348) Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2010, L = 0.120, S = 0.1250 k/ft, Extent = 0.0 --» 13.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.05250, S = 0.08750 k/ft, Extent = 13.0 --» 19.0 ft, Tributary Width = 1.0 ft Point Load: W=0.9070, E=5.348k@0.0ft Point Load : W =-0.9070, E _ -5.348 k 2.250 ft Point Load : W = 0.9070, E = 5.348 k @ 10.750 ft Point Load: W=-0.9070, E = -5.348 k @ 13.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.509 1 5.5x13.5 1,209.98psi 2,378.90 psi Load Combination +1.105D+0.750L+0.750S-0.5250E+H Location of maximum on span = 7.212ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads Maximum Shear Stress Ratio = 0.403 : 1 Section used for this span 5.5x13.5 fv : Actual = 106.68 psi Fv : Allowable = 265.00 psi Load Combination +1.105D+0.750L+0.750S-0.5250E+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 0.305 in Ratio = 0.000 in Ratio = 0.549 in Ratio = -0.131 in Ratio = 747 0 <480 415 1747 Load Combination Span Max. "-" Dell Location in Span Load Combination Max "+' Dell Location in Span D+L+S 1 0.5491 9.361 Vertical Reactions - Unfactored X Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only 4.062 -0.215 1.769 2.960 -0.107 1.159 of Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net Wood Beam escription : 9. Beam over front of garage Vertical Reactions - Utf Project Title: Engineer: Project Descr: Support notation : Far left is #1 Project ID: Printed: 21 MAY 2014,11:54AM 7 F-AG 11 hSiE/1G{ 5 : Veit634 Licensee : MYERS ENGINEERING Values in KIPS Load Combination Support 1 L Only S Only L+S W Only -W Only E Only -E Only D+L D+S D+W D+L+S D+L+W D+E D-E D+L+E D+L-E 1.026 1.152 2.178 0.215 -0.215 1.267 -1.267 2.795 2.921 1.984 3.947 3.010 3.035 0.502 4.062 1.529 Support 2 0.534 0.998 1.532 -0.215 0.215 -1.267 1.267 1.693 2.157 0.944 2.691 1.478 -0.107 2.426 0.426 2.960 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net Description : 10. Garage Door Header Project Title: Engineer: Project Descr: Project ID: Printed: 21 MAY 2014, 9:11AM ,OPPF43Yt[tt1tit Dt14fW4NtNWPv 1 R Ls 7 *-201d.; t�E 14 t.26s;Ver 614 t` 6:. Licensee: MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1BC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling :Douglas Fir - Larch : No.2 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470 ksi Density 32.21 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.03750, S = 0.06250 , Tributary Width = 1.0 ft Design OK Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.878 1 6x8 768.18 psi 875.00 psi +D+S+H 8.125ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.392 in Ratio = 0.000 in Ratio = 0.628 in Ratio = 0.000 in Ratio = 496 0 <480 310 0 <240 0.161 : 1 6x8 27.39 psi 170.00 psi +D+S+H 0.000 ft Span # 1 Load Combination Span Max. °-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S ore 1 0.6278 8.184 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAKmum Overall MlNimum D Only S Only D+S 0.813 0.305 0.305 0.508 0.813 0.813 0.305 0.305 0.508 0.813 tt% Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net Lic. # : KW-06008232 escription : 11 Entry Roof beam ‘COOREffRENcES,. Project Title: Engineer: Project Descr: Project ID: Piled: 21 MAY 2014; 1'2AM fiV 1 _EC8 vefr 451.1.26 Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC2012 Wood Species Wood Grade Fb - Tension Fb -Compr Fc - Pit Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch : No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.05250, S = 0.08750 , Tributa t- to Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Width =1.0ft 0.585 1 Max 4x8 684.90 psi 1,170.00psi +D+S+H 5.000ft Span # 1 0.111 in Ratio = 0.000 in Ratio = 0.178 in Ratio = 0.000 in Ratio = imum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1077 0 <480 673 0 <360 0.203 : 1 4x8 36.55 psi 180.00 psi +D+S+H 0.000ft Span # 1 at% ial! t 'Defle + ors -. act led Lod Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S Vert.'Ca�'i 1 0.1782 5.036 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only S Only D+S 0 700 0.263 0.263 0.438 0.700 0.700 0.263 0.263 0.438 0.700 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail myettneer(d)centurytel.net Wood .Beam Project Title: Engineer: Project Descr: Project ID: Prnted 21 fw 1Y 23,14 9:14AM File = C1UsersiMarkkDesktopiDiRAWIN-1\URBAND-11T•EAGOU-IkTEAGOV-1:E06 ENERCALC, INC. 1983.2014, Build 614.4 28, Ver 6 t4 .26 Lic. # : KW-06008232`;' Description : 12 Main Floor Joist CODE REFERENCES Licensee : MYERS ENGINEERING.. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1BC2012 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Applied Loads : Hem Fir : No.2 $ D(0.019995) L(0.05332) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft DESIGN SUMMARY Maximum Bending Stress Ratio section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 2x10 Span =12.Oft 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470 ksi i Density 27.7pcf Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. 0.689 1 2x10 740.33 psi 1, 075.25 psi +D+L+H 6.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.195 in Ratio = 0.000 in Ratio = 0.268 in Ratio = 0.000 in Ratio = 740 0 <480 538 0 <360 0.278 : 1 2x10 41.65 psi 150.00 psi +D+L+H 0.000 ft Span # 1 Overall Maximum Deflections - Unfactor Load Combination Span Max.'-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum Overall MlNimum D Only L Only D+L 0.2675 Support 2 6.044 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 0.440 0.120 0.120 0.320 0.440 0.440 0.120 0.120 0.320 0.440 ,Mark Myers, PE Meyers• Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengneer@centurytel.net 13. Crawl Beam CODERENCES Project Title: Engineer: Project Descr: Project ID: Printed: 21 MAY 2014; 9:15AM Licensee : MYERS ENGINEERING Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method : Allowable Stress Design Load Combination 1BC2012 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling : DouglasFir-Larch :No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 32.210pcf D(0.4875)i L(0.91) Span . 5.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.4875, L = 0.910 , SiNutt - Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width = 1.0 ft 0.972 1 4x10 1,049.98 psi 1,080.00 psi +D+L+H 2.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.035 in Ratio = 0.000 in Ratio = 0.054 in Ratio = 0.000 in Ratio = 1721 0 <480 1121 0 <360 0.624 : 1 4x10 112.25 psi 180.00 psi +D+L+H 0.000 ft Span # 1 uv f 7Clt ref Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0535 2.518 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only L Only D+L 3.494 1.219 1.219 2.275 3.494 3.494 1.219 1.219 2.275 3.494 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 E-mail: myengineer@centurytel.net Wood Beam Description : 14. Crawl Beam not at brg wall BODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC2012 Material Properties Project Title: Engineer: Project Descr: Project ID: Fib = C:\UsersUiark\Des top\DRAW28-1\URBAMD--1lTEAGOV-V,TEAGOV-1.EC6 r ERCALC, INC.19832014, Build:6.14.1.26 Ver:6.14.1.26 Analysis Method : Allowable Stress Design Load Combination IBC2012 Fb - Tension Fb - Compr Fc - Prll Wood Species : DouglasFir-Larch Fc - Perp Wood Grade : No.2 Fv Ft : Beam is Fully Braced against lateral -torsion buckling Beam Bracing 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf L 1 D(0.1725) L(0.46) Span = 7.50 ft Applied Loads Uniform Load : D = 0.1725, L = 0.460 , Tributa DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward l_+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Width =1.0ft 0.990 1 4x10 1,069.24 psi 1,080.00 psi +D+L+H 3.750 ft Span # 1 Overall Maximum Deflections - Unfactored Loads Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.089 in Ratio = 0.000 in Ratio = 0.123 in Ratio = 0.000 in Ratio = 1009 0 <480 733 0 <360 Design OK 0.486 : 1 4x10 87.43 psi 180.00 psi +D+L+H 6.734 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+L 1 0.1226 3.777 Vertical Reactions - Unfactored Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only L Only D+L 2.372 0.647 0.647 1.725 2.372 2.372 0.647 0.647 1.725 2.372 117 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerrcenturytel.net Maximum Load For 6x6 DF#1 Wood Post gsk= psi _ 14i4 1•— psf ft Fe := 1000•psi Cam,:= 1 CFb := 1 CM := 1 = 1 CI, := 1 CFc := 1 E' := 1600000.psi F"F C C F"1000 si 6x6 Wood Post Properties c:= c D' Fc = p Kf := 1 Axial Load Capacity Slendemess Ratio (SL) SL := h := 0.8 KcE := 0.3 A:= t•h A = 30.2•in2 KCE FcE := FcE = 1245•psi t h3 4 SL2 I := 12 I = 76.3 in Cp :_ F'c := Cp•F"e FcE / FcE " 2 1 + F�� 1 + F; c c 2•C 2•C F', = 761.psi FcE F" c C k= 5.5.in t := 5.5.in lb := plf.ft (Kf = 0.6 for urtraced nailed built up posts - 0.75 for bolted) := Ih S = 27.7•in3 Kf Cp=0.76 P:= F',. A P = 23015.1b (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post Psi ks'fv:=44 '-p ft lb := 'ft := 460•psi ,, •.= 1 r, := 1 NCB ,•= 1 ,Cck,:= 1 ACW4A:= 1 C„ := 1 E' ::= 1045000•psi Fµ.= Fc'CD'CFc F"c = 460 psi 6x6 Treated Wood Post Properties Axial Load Capacity Slendemess Ratio (SL) H AI := h := 0.8 Kam:= 0.3 AF4Aj= KcE•E' SL2 FcE = 813•psi FcE J(1+12 1+F""j FcEc c c 2•C 2•C F' := C•F" , p = 389.psi Kf = F'c A Nash; := 1.0 {Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= 5.5.in t := 5.5•in t•h A = 30.2•in2 3 tl2 I = 76.3•in4 S = 27.7•in3 Cp = 0.85 P„ox = 11760.1b (Maximum post Capacity) Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 r • Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Maximum Load For 3-2x6 HF Stud Built up Wood Post L:= 800•psi (:= 1 g:= 1200000•psi es= Fc• CD.CR P44 n:= psf•ft 2tb := plf•ft Cam:=1Acpw=1=1:=1 :=1.1 F"e = 880•psi Axial Load Capacity Slendemess Ratio (SL) bk:= h:= 0.8 ilicv= 0.3 F KO•E' 2 SL FO = 934•psi J'1�E F" \2 F" c FO 2•C I 2•C , C '= CP•F,�c F'e = 626•psi Kf ,PA1i�w F'c• A Maximum Load For 2-2x6 HF Stud Built up Wood Post Fes:= 800•psi ,j= 1 := 1 := 1200000•psi Fes.= Fe• CD•CFc F", = 880•psi Axial Load Capacity Slendemess Ratio (SL) iwir= H h &:= 0.8 = 0.3 KCE•E' SL2 2•C F':=C•F" FO = 934•psi isciw= 1 ( �2 1 +— F"c 2•C , C FE FO Kf 3-2x6 Built Up Post Properties 1.0 ,' f = 0.6 for unbraced railed built up posts - 0.75 for bolted) = (5.5)•in 14;= 3•(1.5)•in �A�:= t•h t•h3 12 A = 24.8•m2 I = 62.4.in4 S = 22.7.in3 P= 15486.1b (Maximum post Capacity) psi '4_ "_ 144 .= psf ft "Cisi=1 &:=1 :=1.1 F'c = 626•psi '%.= F'e• A 2-2x6 Built Up Post Properties kg,:= 1.0 = 5.5•in (2)•1.5•in A:= t.h t•h3 12 (Kt = 0.6 for unbraced railed built up posts - 0.75 for bolted A = 16.5•in2 I=41.6•in S:= 1-2 S= 15.1•in3 h CP = 0.71 = plfft P = 10324.1b (Maximum post Capacity) I 91 Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 • F' •=C •F" p• Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineerrcenturytel.net Maximum Load For 3-2x4 HF Stud Built up Wood Post __ Psi • 144 := 800•psi Cam:= 1 µ:= 1 Cam:= 1„cite 1 1 := 1.1 1200000•psi := F0.CD•CFc F"e = 880•psi Axial Load Capacity Slenderness Ratio (SL) S&I :_—h I{ :=0.8 :=0.3 IKO•E' ni— SL2 FO = 378•psi 12 1+F 1+FcE F c c c 2•C 2•C , C F'c = 336•psi Kf g := psf•ft lb := plf•ft 3-2x4 Built Up Post Properties K5:= 1.0 (Kf = 0.6 for unbraced nailed buit up posts - 0.75 for bolted) h:= 3.5•in t := 3.1.5•in AA:= th A= 15.7•in2 3 Imo= tl2 I = 16.1•in4 �3 := 1 S = 9.2•in3 h Cp = 0.38 = F'e• A P = 5299.1b (Maximum post Capacity) Maximum Load For 2-2x4 HFStud Built up Wood Post := Psi ,g:= psf•ft = plf•ft Fes:= 800•psi Lam 1 Cnn k,:= 1 Cam:= 1 Lu= 1 := 1 := 1.1 FL' := 1200000•psi = 2-2x4 Built Up Post Properties Fc'CD CFc F"c = 880 psi Axial Load Capacity Slendemess Ratio (SL) SL := h:=0.8 Yam:=0.3 F = �E mav SL2 _ FO = 378•psi \2 1+F 1+FE ra F" F" F" c c c 2•C ` 2•C , C Liv:= C •F" p c K:= 1.0 it = 3.5•in _ (2)•1.5•in th A = 10.5•in2 3 " _ th I= 10.7•in '12 1 := 1-2 S = 6.1 •in3 Kt Cp = 0.38 (' `f = 0.6 for utt aced nailed built up posts - 0.75 for bolted) = 336•psi P := F'e- A P = 3533•lb (Maximum post Capacity) Tea Gov Residence..xmcd Mark Myers, PE 5/21/2014 517 • Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 PROJECT : Tea Gov Residence Email: myengineer©centurytel.net Maximum Load For 4x4 HF#2 Treated Post psi '" 144 Fes:=1040•psi =1 :=1 ;=1 =1 :=1 :=1 F'0: 1235000•psi Le Fe- CD•CR F"c = 1040•psi Axial Load Capacity Slenderness Ratio (SL) 5A:= h:= 0.8 = 0.3 F SL2 F� = 807•psi / 1 + FcE " 2 Fee F" c c 2•C J 2•C C FF' C •F" P c Kf +,= psf-ft b:= pIf'ft 4x4 Treated Vlbod Post Properties K&:= 1.0 Iv= 3.5•in t := 3.5•in A := t•h I.=th3 A 12 12.= Cp = 0.6 (Kr = 0.6 for unbtaced nailed built up posts - 0.75 for baked) A = 12.2•in2 I=12.5•i4 S = 7.1 • in3 F'c = 622•psi = F'Q A P = 7618•lb (Maximum post Capacity) ft 5/21/2014 Tea Gov Residence..xmcd Mark Myers, PE 51 FILE COPY Myers Engineering, LLC 3206 50th Street Ct NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineera,centuryteLnet August 5, 2014 Attn: Building Official Ref: Tea Gov Residence — Parcel # 3347400275 This letter is in response to the request by Urban Design for approval to remove the bump out in the Dining Room. The bump out on the side wall of the residence located at the Dining Room may be removed from the plans without negatively affecting the structural design. If you have any questions, please give me a call. Sincerely, Mark Myers, P.E. CORRECTION LTR#A.-- pig- ore i Page 1 of 1 Digitally signed by Mark Myers, PE Date: 2014.08.05 14:43:15.07'00' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 1 2 2014 PERMIT CENTER PILE COP Permit No. ENG & TEA GOV 4809 South 162"d Street Tukwila WA 98188 Attn: Re: Eng & Tea G 12016 42nd A REVIEWED FOR CODE COMPLIANCE APPROVED AUG 25 2014 Ci oo�'ff aTukwila 1�$ AA00275 JJA File#: 14020 Date: 2014-07-18 Eng You, Tea Hor Gov 12016 42' Ave South Tukwila As requested, JJA was on site to assess the lot at 12016 42nd Ave South in Tukwila WA for bearing and drainage concerns. #1 Bearing The general notes for the plans state an assumed average soil bearing of 1,500 PSF was used for the design. JJA geotechnical engineer probed surface soils with a half inch diameter steel rod and found them to be firm and non -yielding. Existing site soils are considered adequate for the 1,500 PSF bearing. #2 Drainage The lot is located approximately 85 feet from the Duwamish River with a vertical elevation difference of about 20 feet. The house is planned to sit about 37 feet from the property line, therefore 122 feet from the river. The lot is slightly downhill from the adjacent road, 42"d Ave South. We used tide information from the Duwamish waterway on 8th street to estimate groundwater elevation. High water elevation is typically about 10 feet but may be up to 15 feet elevation. Groundwater may be estimated at 5 feet below surface. Placement of the footing on the existing surface would be sufficient in bearing and save on excavation costs. Footings must be buried 12 to 18 inches for frost. Backfilling around the new footing would raise the surface grade of the lot so all runoff flows away from the house to the street. Ensure there is a vegetated path from downspouts to the property lines and splash blocks may be all that is necessary for roof drainage. This would prevent roof runoff from entering the ground around the foundation and create larger separation from any groundwater that may interact with the site from the Duwamish. 1,hilio a footing drain would not be recommended. It is our opinion, raising the lot and providing natural gravity drainage away from the home is the best long term solution. Cost associated with the import and placement of material is the limiting factor. As a second alternative, there will be substantial space in the back yard if infiltration is required. A tight line would be required to collect and direct downspouts to a dry well per Figure C.2.2.0 (included). We appreciate this op Contact us if you hav JJA, INC Jason Bell, P.E. Vice President t1tlAS As. GI 0 ce to you and we look forward to working with you in the future. an be of any further assistance. Thank You. RECEIVED CORRECTION CITY OF TUKWILA LTR# AUG 1 2 2014 big-o 181 (206) 786-8645 -- office@JJAinc.biz — PO Box 181 Auburn WA 98071 PERMIT CENTER pfA JJA File#: 14020 Date: 2014-07-18 Eng You, Tea Hor Gov 12016 42114 Ave South Tukwila USGS Map Open File Report 205-1252 The USGS map Open File Report 205-1252 maps the site area as Qal, Alluvium; Holocene, non -glacial deposits of Sand, silt, gravel and cobbles deposited by streams and running water. These may include debris and colluviums at margins. Soils often contain very soft peat lenses. Thicknesses range from 3 feet to greater than 50 feet in river and stream valleys. Densities are usually loose to dense, or soft to stiff. Soils consist mainly of sand and horizontally bedded, fine and coarse grained lenses. Subclasses related to this soil are Qyal, Ql, Qf, and Qt. (206) 786-8645 -- office@JJAinc.biz — PO Box 181 Auburn WA 98071 pfA JJA File#: 14020 Date: 2014-07-18 Eng You, Tea Hor Gov 12016 42nd Ave South Tukwila Site Location (206) 786-8645 -- office@JJAinc.biz — PO Box 181 Auburn WA 98071 ffA C.2.2 FULL INFILTRATION FIGURE C.2.2.0 TYPICAL DRYWELL INFILTRATION SYSTEM House 1 Roof Downspout Roof Downspout / / House flow —Roof Downspout v--Overflow Splash Block Catch Basin (Yard Drain) DRY WELL PLAN VIEW NTS flow Fine Mesh Screen Catch Basin (Yard Drain) 15' min. Topsoil I k()(0kIk\kl\111/\IJiI Min. 4" dia. PVC Pipe 0 48 Inch Diameter Hole Filled with 11/2-3" Washed Drain Rock iIJ11f Mark Center of Hole with 1" Capped PVC or Other means Flush with Surface Ai) (lI'/\,L)nli ( 1' min. 48 Inch Diameter Sides of Hole �� -' _ Hole Filled with Lined with L 11/2- 3" Washed Filter Fabric Drain Rock tl„ Min. 1' above Seasonal High Groundwater Table DRY WELL SECTION NTS Varies 2009 Surface Water Design Manual — Appendix C 1/9/2009 C47 ca. Home > Washington Tides > Puget Sound > Duwamish Waterway, Eighth Ave. South « < Jun, 2014 > » 47.5350° N, 122.3217° W Sat Ni ri i rt3 I tD i ,n00 1 +.-i itS +D 'VIT.I N — rl 3-I 14 tD .------- CO N rl o6 t0 th - N £L tt} a. i Il'7 i a,N �_ !D a. 'a7 N 0. ID '.L ■ L Thurs N r I!! a N 1 2 N ill e� N IIIII f0 G N to N GiGi I alb al e1 NI I sue, N - d D... N 40 N N •T"C Q ID in° N N N ;_I. N N v - ,■ �, .. 6a 12 6p I 6a 12 6p I 6a 12 6p 6a 12 6p sang I uow unS i d d9 52 eel t0 i Ni N , co v-isue.. Ni e-i' • e1 f OD 4D i _ I n N N ei ,y iD _ 'd'Jl .. 0 ProTides.com. All rights reserved Home > Washington Tides > Puget Sound > Duwamish Waterway, Eighth Ave. South « < Nov, 2014 > » 47.5350° N, 122.3217° W tL CA rt its - 4, CA ri m I', -I { ,.O CA xi Rs . Al r-I in CV 1. CA x-E (13 QJ a N tD 011 1-4 16 Sun Mon Tues Wed Thurs Fri r-1 10 N m V N 1R IN N-± Ir, a. Cal rts Nam+ f'-•1 +4 N N CA NI N N N N P7 I No In N N N N Q. 16 Qf NN to it e�i`� J ' g, ri e�i-kil rl`i +a N`i QeN-1 _ZN-t. A01 l _ CI -1 0 ProTides.com. All rights reserved TO: FROM: DATE: SUBJECT: City of Tukwila Department of Public Works MEMORANDUM Richard Takechi Laurie Werle 10/09/15 Gov Residence Permit D14-0181 Water Meter/Connection Fees Jim Haggerton, Mayor Bob Giberson, P.E., Director Please draw a check in the amount of $16,806.41 (sixteen thousand eight hundred six dollars and forty-one cents) to be payable to Tea Gov, 4809 S 162nd St, Tukwila WA 98188. This check is reimbursement for payment of water meter, Allentown water connection, and Cascade Water Alliance fees. These fees were collected for a new 3/4" water meter. However, it was determined that there was already a meter on the site and there had previously been consumption of water (see attached memo). The only amount not being reimbursed is the $50 turn on fee. The Cascade Water Alliance report for October will reflect the removal of a 3/4" water meter. Thank you! Bob Giberson, Public Works Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-433-0179 • Fax: 206-431-3665 MEMORANDUM TO: PUBLIC WORKS DEPT. — Laurie Werle, Permit Technician Robin Tischmak, P.E., City Engineer FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer DATE: October 7, 2015 SUBJECT: Gov (SFR) at 11862 42nd Ave. South TL no. 334740-0275 Building Permit no. D14-0181 Summary Water service fees and charges were assessed based on one new 3/4-inch permanent water meter for this new single family residence. During construction an existing 3/4-inch permanent water meter (active) w/service line was located in the field for use by the Applicant. The Applicant (Gov Residence) was charged (1) $625.00 for a 3/4-inch permanent water meter under Work Order no. 21440118 (2) a Cascade Water Alliance (RCFC) charge in the amount of $6,005.00 (3) Allentown Phase 2 water connection fee in the amount of $10,226.41. Recommendation The Applicant shall be reimbursed for the following items. Connection Charge - $60.00 Installation - $490.00 Plan Check Fee - $10.00 Inspection Fee - $15.00 Cascade Water Alliance (RCFC) Charge - $6,005.00 Allentown Phase 2 water connection fee - $10,226.41 • Applicant shall pay Turn on Fee in the amount of $50.00. Total amount of reimbursement shall be in the amount of $16,806.41 Robin Tischmak to-q-iS Date Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $43;000 00 D14-0181 Address: 11862 42ND AVE S Apn: 3347400275 $43,000.00 0.75 INCH $6,630.00 CONNECTION CHM , ' , R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT 6401245.100 0.00 $490.00 WATER METER PtAN REVIEW R000.345.830.00.00 : 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER AUJANCE 8640.237.500 OM $6,005.00 DEVELOPMENT $3,217.75 PERMIT FEE R000.322.100.00.00 0.00 $3,213.25 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 I 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,331.38 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $74.00 SEWER SERVICE FEE $18,600.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $18,600.00 TECHNOLOGY FEE $205.46 TECHNOLOGY FEE R000.322.900.04.00 0.00 $205.46 WATER SERVICE FEE $10,226.41 WATER : : ' 04,4- JER PT ; . TOTAL FEES PAID BY RECEIPT: R2948 ' . "max: °.'.. < . .. . _ . *10,226.41 .? $43,000.00 Date Paid: Wednesday, August 27, 2014 Paid By: TEA GOV & ENG YOU IR JT TEN Pay Method: CHECK 123 Printed: Wednesday, October 07, 2015 2:12 PM 1 of 1 CRWSYSTPMS 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.Rov Parcel No: 3347400275 Address: 11862 42ND AVE S Applicant: GOV RESIDENCE WATER METER INFORMATION Permit Number: D14-0181 Issue Date: 9/30/2014 Permit Expires On: 4/2/2016 DESCRIPTION OF WORK: NEW 2623 SQ FT SINGLE FAMILY RESIDENCE WITH 422 SQ FT ATTAHED GARAGE METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: 21440118 Connection Charge: $60.00 $0.00 $0.00 Installation: $490.00 $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: Cascade Water Alliance (RCFC): $625.00 $0.00 $0.00 $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $6,630.00 1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D14-0181 Grantor: Tea Hor Gov, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 42nd Ave. South and adjacent to 11862 42'd Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, storm drainage, pavement repair, 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. A i IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 271* day of , 2014. ,46\i Authorized Signature / Grantor ie a Go Y STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Tea Hor Gov is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Name: 3b . 4)/64- NOTARY PUBLIC, in and for the State of Washington, residing at i (41. Co (,i My commission expires: PI 9 - ao/ 5 ] J DATED this o( rI day of GRANTEE: CITY of TUKWILA By: Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2014 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: D.. usa.4 h, Psfoci NOTARY PUBLIC, in and for the State of Washington, residing at .I.@ My commission expires: ID - r City of Tukwila Department of Community Development July 02, 2014 TEA GOV 4809 S 162 ST TUKWILA, WA 98188 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0181 GOV RESIDENCE - 11862 42 AVE S Dear TEA GOV, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. Provide a site plan that shows the topographical grades indicating site slopes or elevation changes in 2 foot intervals. Also provide a vicinity map showing where this site development is located and show streets or any other related right of way information. Provide benchmark elevation points for the site and show main floor elevation in relation to benchmark elevations. This is to verify height of house and crawlspace elevated to provide sufficient sloping grade from the house exterior. This information may be provided from previous civil engineering or geotechnical engineers' maps. 2. Please provide soils evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm structural engineering is consistent with the soils evaluation report. 3. The site plan does not how a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 4. Revise the labels for elevations to be identified as North, East, South and West. The elevations indicate the finish grade to be level. On the elevation pages, show grade slope details to be consistent with any existing or proposed site slopes or finish grade. Elevations shall specify average grade plane dimensions. If applicable, show stepped foundations. 5. Sheet A2 note 6 specifies "CARBON MONOXIDE DETECTORS ARE REQUIRED IF AN ATTACHED GARAGE AND/OR FUEL FIRED EQUIPMENT IS PRESENT". That statement has been removed. Current 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Washington State Amendments (WSA) now specifies regardless of garage or fuel fired equipment, "For new construction, an approved carbon monoxide alarm shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units and on each level of the dwelling and in accordance with the manufacturer's recommendations." Revise that note to comply with current codes. Show on the floor plan CO alarms located in the immediate vicinity of the bedrooms and at each level per code. (2012 IRC SECTION R315 with WSA) 6. Safety glazing notes on the front sheet refer to outdated 2009 IRC codes section 612. Safety glazing notes have changed and are now located in 2012 codes SECTION R308. Revise any notes that reference outdated 06' codes to show compliance with current 2012 building codes. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • The plans show a one foot intrusion from the dining room into the five foot sideyard setback. The only permitted intrusion into the setback is up to 24 inches of roof eaves. • PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: July 1, 2014 PROJECT: Gov (SFR) at 11862 42th Ave. South TL no. 334740-0275 1st Review Comments PERMIT NO: D14-0181 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Provide a completed Public Works fee estimate sheet for this Building permit. (See enclosed.) 2. Provide a completed Residential Sewer Use Certification for this Building permit. (see enclosed) Owner/Applicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. 3. Revise site plan to include (1) show and label existing sidewalk and new driveway approach (2) show correct location of utilities within 42nd Ave. South — see plan sheets enclosed (3) show and label water meter box and water service line (4) show and label any pavement cuts with street (5) undergrounding of power from existing power pole to house (6) drainage flow arrows across new driveway (7) F.F. elevation and site spot elevations (8) show and label existing Fire Hydrant and existing Power Pole with verified location. 4. NOTE: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Project Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 5. Connection to existing storm drainage pipe within 42nd Ave. South requires a new Type 1 catch basin within 42nd Ave. South. Show and label on site plan. 6. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 7. A Transportation Impact Fee applies to this permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. k 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 8. Allentown Phase 2 (Ordinance no. 2177) Water and Sanitary Sewer assessment fees apply to this Building permit. Water assessment fee is $10,226.41 and Sanitary Sewer assessment fee is $18,600.00. Cascade Water Alliance and new water meter fees also apply to the future Building permits per Public Works Bulletin A2. 9. Work within the 42nd 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 206-431-3655. Sincerely, ,----631 ---pcii vii.is__ Bill Rambo Permit Technician File No. D14-0181 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 D PLAN UtTILvv/RCOOUTING SLIP PERMIT NUMBER: D14-0181 DATE: 02/06/15 PROJECT NAME: TEA GOV RESIDENCE SITE ADDRESS: 11860 42 AVE S Original Plan Submittal Revision # Response to Correction Letter #, before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Af 9--10 Buil ing Division ?k 01 Pub c Works Fire Prevention Structural El 6191 PIT 2- Planning Division um Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 02/10/15 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 03/10/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 Public Works PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0181 PROJECT NAME: GOV RESIDENCE SITE ADDRESS: 11862 42 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 06/12/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division V'kw\p -oI' M Aw A c (r»H9 Fire Prevention U Structural C?t- COrr ( (9—,1-1 Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 06/17/14 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/15/14 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 2 , 9 Departments issued corrections: Bldg Fire ❑ PingK PWA( Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0181 DATE: 08/12/14 PROJECT NAME: GOV RESIDENCE SITE ADDRESS: 11862 42 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: JkL'6�' 1L Building Division In AVKI ki Public Works Fire Prevention Structural C�'(• IMP b$ 1 `1 ❑ Planning Division Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/14/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: fIrd\ rvA6 AL-\ M hk I0„k�c0 �rle�dc, Ifi2-k 52 Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 09/11/14 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: V S i (`e tAc PERMIT NO: O 1 SITE ADDRESS: 1S ORIGINAL ISSUE DATE: 91)27 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI S ISSUED DATE STAFF INITIALS l �'*(o—(,� uH Summary of Revision: ram, W r k j\-ev, (,vct 11_____: aroma. s,tiea te- Received by: rE•A&—yera ..pf? REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please nrint) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: -2 t l9 - � b `s-- Plan Check/Permit Number: 14- , 0 1 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ! al G j\I &s oLvun, �p t Project Address: I I S a �. A \J (` SctA41 T- ---�'� („ 0 Oct (,d A Wig' 8 Contact Person: Phone Number: aD 6 - (1-L/ - Summary of Revision: Ard;rj (A)) ncnOWS 'le- Iccche , RECEIVED ttlAK#TUKVIII A FEB O8. M015 *Vital' CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: I Entered in TRAKiT on ?..— `e City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8 /14/)1f Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # l ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: �c Gov k e S Q e_A Ce Project Address: Contact Person: / e a GO Summary of Revision: Phone Number: (a ° 6 ) o? 4 - C o? 41- UI�GVl�i©i� P✓t);r.¢.cv'/)1~✓1i OVICEIVED omr OF TUKWIUI AUG ? 21E11k Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev' 'on Received at the City of Tukwila Permit Center by: Q( Entered in TRAKiT on V'-\2- ( 1 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 Parcel No: 3347400275 Address: 11860 42ND AVE S Applicant: GOV RESIDENCE WATER METER INFORMATION Permit Number: D14-0181 Issue Date: Permit Expires On: DESCRIPTION OF WORK: NEW 2623 SQ FT SINGLE FAMILY RESIDENCE WITH 422 SQ FT ATTAHED GARAGE METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: 21440118 Connection Charge: $60.00 $0.00 $0.00 Installation: $490.00 $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: Cascade Water Alliance (RCFC): $625.00 $0.00 $0.00 $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $6,630.00 Department of Natural Resources an Wastewater Treatment Division King County rk, 01 I rks) Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer corlinect.slns, 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 discomict. Please Print or Type / if 2 €n. 4.z AV't Sr Ag Property Street Address L47.rl (18,1 ,- City State _IP Owner's Name 7 4 >/OR 1 iv'e; xylif X,�' Owner's Mailing Address Soc.' City s+ l � (:(4,0i. a . /4 A 14W State ZIP Side Sewer Permit Number For King County Use Only Account # No.-ot t CEs Mon1hh./ Ra. e Sewer District / Agency Contact & Phone Number i-F4 - 8-L Owner's Phone Number (with Ar a Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City Date of Sewer Connection Required: Property Tax Parcel Number Subdivision Name Subdivision Number 4Q Lot Number Block Number Building Name State ZIP Residential Customer se check appropriate box: • Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = • Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ❑ No Equivalent (RCE) 1.6 2.4 3.2 CORRE TION LTR#,_ Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes Was building on Sanitary Sewer? ❑ Yes Not Was Sewer connected before 2/1/90? ❑ Yes LJ No Sewer disconnect date: Type of building demolished? REC 1E p� Request to apply demolitiono�iicy to u tllkjdit)s? ❑ Yes ❑ No ��ll��"� AUG 12 2014 If yes, will this property have a Homeowner's Association? ❑ Yes El No PERMIT CENTER 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. Alt 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 206-684-1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of c ,rr�e, ctteed data for determination of a revised capacity charge. Signature of Owner/Representative f 1 Date l — '/ /" Print Name of Owner/Representative CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 Permit Center/Building Division 206 43i-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: 1 1.4_ 0 l 8 I STATE OF WASHINGTON) ) ss. COUNTY OF KING ) / e a " C v , states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number _, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. 4%-ritigiPha,41AS104:$"' Signed and sworn to before me this 7 61. day of , 204. NOTARY PUBLIC in and for the State of Washington r Residing at � rl �% , County Name as commissioned: (AS%i.71 gar,k / My commission expires: �'� — I - )/ `? 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; to. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid, electricattebntractor's license under chapter 19.28 RCW that'eriploysa certified journeyman electrician, a certified residential'specialty electrician, or an electrical traidee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. cf) z Z 30' GRAPHIC SCALE 1"-20' 1 = = 20 40 02-23-12 SET REBAR & CAP "GEOD LS#15025" AT CORNER 60 02-23-12 FOUND PK NAIL OFFSET 37.0'W OF SW COR. LOT 29' EAST 278.83 r. 02-23-12 FOUND IRON PIPE AT NW COR. LOT 27 EAST 272.00CALC'D N89 '51 ' 02 "E 37.03' CALC'D CONTROL DETAIL GRAPHIC SCALE 1"-50' 50 .02-23-12 SET REBAR & CAP "GEOD LS#15025" ON LINE 100 i50 BASIS OF BEARING EAST 518.47' MEAS. (518.40 ROS 12-74) FILE COPY Permit No. -J U C.D. /� �� a 1;;Wc1 2 C=MI V' BL FA OW CL1 RDIEi V t 3 ADD. ®IG° 1129 PG 64 R-O-W 02-23-12 SET REBAR & CAP "GEOD LS#15025" AT CORNER 139. 0 137.9' EAST 276.10 ' 139.8 ' 02-23-12 SET REBAR & CAP "GEOD LS#15025" ON LINE 138.2' BUILDING IS ON LINE NORTH 640.00' 0 s 02-23-12 FOUND IRON PIPE AT NE COR. LOT 113 02-23-12 FOUND IRON PIPE AT SE COR. LOT 108 EAST 250.00' CALC'D -03-02-12 SET REBAR & CAP 4'GEOD LS#15025" AT CORNER 03-02-12 SET REBAR & CAP "GEOD. LS# 15025 " AT CORNER 105 REVIEWED FOR 'ODE COMPLIANCE 't APPROVED AUG 25 2014 City of Tukwila BUILDING DIVISION b 1 1-1%. 0 1 1 CORRECTION LTR# RECEIVED CITY OF TUKWILA AUG 1 2. 2014 PERMIT CENTER 0 JACOB SPEEDWAY, L.L.C. C C3 n W ACC O O' Co o CA °) > -o :o = (1 0 , r�i U > O 0- Q. to cvo '- «iul ra 0 00 a) 4 -_ _ .. ._ . __ e— =Via_..=____ o - - ——a---— G. IIIIII - ..ae l393 : -3 Z--:- a C —_i—.-.L._aVr�. - __ - - -- _ - _ - ___ - _ _ __ _ - _ � ems- v �- -'e_— w�_�► mom Stt Bch ;t s . cn 2 n � i Q&_.. L 4.. �4 ' ,. �` i � ` , ,<;: ,` `. � .` 'o o ..:::' Allentown �i to ,f St t C�°"°� � '" ° y * LOT 49, BLOCK 2, OF C.D. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, RECORDED IN VOLUME 12 OF PLATS, PAGE 64, RECORDS OF KING COUNTY, WASHINGTON. 1) THE TOPOGRAPHIC SURVEY SHOWN HEREON WAS PERFORMED IN FEBRUARY 2012. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNETIC MEDIA THROUGH AN ELECTRONIC THEODOLITE. THE DATA FILE IS ARCHIVED ON DISC OR CD. WRITTEN FIELD NOTES MAY NOT EXIST. 2) SUBJECT PROPERTY TAX PARCEL NO. 334740-0275. INSTRUMENTATION FOR THIS SURVEY WAS A LEICA ELECTRONICSDISTANCERMEASURINGRUNAN. PROCEDURES USED IN THIS SURVEY WERE DIRECT AND REVERSE ANGLES, NO CORRECTION NECESSARY, MEETS KING COUNTY & STATE STANDARDS SET BY WAC 332-130-090. O FOUND IRON PIPE AS NOTED e FOUND PK NAIL AS NOTED • SET REBAR & CAP AS NOTED R-O-W RIGHT-OF-WAY ( ) RECORD AS NOTED CENTERLINE OF ROAD JOB NUMBER: 12034 Qt 6001 F istnst 5 r,p,n �, b3i R,„n,� r, ?U µ 12419 St' 1 D 598 1 .. ...sratha y' s,zs,hst.. > . DATE: 03/05/2012 DRAFTED B Y: J. G-M. CHECKED BY: E. J. G. SCALE' 1 " 2 = P.=n- @� � e �?_r- A-: _ _ A BEARING OF EAST ON THE NORTH LINE OF LOTS 27 & 113, BLOCK 2, C D HILLMAN S MEADOW GARDENS ADD. PER SURVEY RECORDED IN BOOK 12 OF SURVEYS AT PAGE 74, RECORDS OF KING COUNTY WASHINGTON. • % ‘ BUILDING LINE METAL FENCE X x CHAIN LINK FENCE - .-�... tb-f=" .-.e.. _ I QF 1 BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), AND BY REFENCE THE 2012 INTERNATION RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (Ps) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WIND SPEED = 110 MPH 3-SEC PEAK GUST FOR RISK CATEGORY II, EXPOSURE "5" SOIL SITE CLASS "P' Ss =1.51, Sds = I.01 CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R-3 DESIGN CRITERIA: GROUND SNOW LOAD WIND SPEED (mph) SEISMIC DESIGN CATEGORY SUBJECT TO p4N4GE FROM WINTER DESIGN TEMP. ICE SHIELD UNDER- LAYMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMITE DECAY 30 110 DI / D2 MOD 18" SLIGHT- MOD SLIGHT 11 NO PER JURISDICTION 50 50 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING KITH WORK. DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE 1-JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS G RA FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR IS" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FiRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4"x3"x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERvATfvE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG-TiE OR LISP STEEL CONNECTORS CO SCR Tr - MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R402.2 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (r'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED TO THE WEATHER. 2,500 psi p BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. 2,500 s1 p BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER. 3,000 psi (6% air entrained +/- I%°) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3,000 psi (6i0 air entrained +/- I%) CONCRETE MIXTURE SHALL CONTAIN AT LEAST OF 51/2 SACKS OF CEMENT PER CUBIC YARD CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW EX BUILDING OFFICIAL VERTICAL REINFORCING STEEL TO COMPLY WITH ASTM A6I5 GRADE 40 (GRADE 60 AT WALLS RETAINING MORE THAN 4FT OF SOIL) CARP GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R602.3(I) ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. FASTENERS IN CONTACT WITH PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER IN ACCORDANCE WiTH IRC R3I1.3 6" MiN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN, CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. IS" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON TH15 PLAN SHALL BE OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131" DIA., 2-1/2" LENGTH), Sd BOX (0.113" DIA, 2-1/2" LONG), 10d COMMON (0.148" DIA., 3" LONG) 10d BOX (0.128" DIA., 3" LENGTH), I6d COMMON (0.162" DiA, 3-1/2" LONG), I6d SINKER (0.148 DiA, 3-1/4" LONG) 5d COOLER (0.056" DIA., 1-5/8" LONG ), 6d COOLER (0.092" DIA., I-1/8" LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WiTH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES U.N.O.: JOISTS: WOOD TYPE: 2X4 to 2X8 2X10 OR LARGER HF 4r2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000ps1 HF "2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 5EAM DF-L "2 - Fb=900 psi, Fv=I80 psi, Fc=1350 psi, E=1600000psi DF-L "2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X 6>< OR LARGER STUDS HF STUD - Fb=615 psi, Fv=150 psi, Fc=800 psi, E=1200000psi HF "2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X4 4 2X6 2X8 OR LARGER POSTS DF-L 02 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L 4'2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L "1 - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000psi 4X4 4>< 6X6 OR LARGER GLUED -LAMINATED BEAM (GLIB.) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MiNIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 168 PSI, Fc = 680 PSI (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS "LSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,325 P51, Fv = 310 PSi, Fc = 500 PSI (PERPENDICULAR), E = 1,550,000 PSI. BEAMS DESIGNATED AS "LVL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,ro00 PSI, Fv = 205 PSi, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 P51. BEAMS DESIGNATED AS "PSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSi. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/400, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON 5 6" O.C. 6 PANEL EDGES AND 12" O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 19/32" T4G SHEATHING W/ 40/20 SPAN RATING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6" O.C. s PANEL EDGES AND 12" O.G. fN FIELD. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. PI-6 PI-6 419 b� PI-6 a. HDU5 W/ SB5/a"x24 ANCHOR 1 FT C516 STRAP W/ 8d COMMON NAILS ABV. 4 ELW WINDOW OPENING. INSTALL 2X4 FLAT BLKG. BETWEEN STUDS AS NEEDED. 1-3 / STHDIORJ 6°6° SLDR • E.-0" CLG. GUEST SUITE 3 GL. DR 26 MI -PASS 60 R t S. JCOFFERED I 11 DINING I N a I k � ///"/ / /// a0 I °' / // L // ___// COAT II LN. OF FLR-1 ABOVE /C\ ® AQ BCE 0 PERFORATED WALL GREAT RM, EATING 5AR • 9.-0" CLG. KITCHEN REFER c. PI .<1 PANTRY 5 SHLVS 3°6° CASE. STHDIORJ -6 rc 4 N 1� 4 C=-STI-IDIORJ YE DBL DR scf ArsovE IUS PI-6 A(NtzL=OOIR5 PI- STHDIORJ� 2-CAR GARAGE 1 LINE OF FLOOR ABOVE fl LN. CF FLRA V. r I I J I6°S° ON. GARAGE DOOR STHD14 1EAR DIAL L KEY FAN PI-6 6°4° SLDR EGRESS N. OF ROOF CELOW 584SLRA. GRESS 0 Q 0 0 a 2X6 WALL 0 HALF WALL 3 OPEN TO BELOW LN. OF FLAT CLG. 3 LINE OF WALL BELOW_ LINE OF LOWER ROOF BEDRM. 4/BONUS Ef4TH J BEDRM. 2 HALL 01 «I %.\ MSTR BATI4 MSTR, SUITE D 2°P PIG. 5 -i0J Ji -6 EGRES: Imo° sLDR 1-6 LINE GF LOWER ROOF LINE OF WALL BL UPPER FLOOR S1 =AR "AL KEs' PLA\ SCALE: 1/8":11-0" S--4EA l" ALL S SCN'EDUL E WALL MARK SHEATHING THICKNESS SIDES SHEAR PANEL EDGE NAILING FIELD NAILING FRAMING 6 ABUTTING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE POST AT ENDS OF SHEAR WALL/ HOLDOWN PI-6 1/16" ONE 8d m 6" O.G. 12" O.G. 2X I6d NAILS 6 8" 0.C. 5/8" DIA. 6 12" O.C. 2X (2) 2X6 PI-4 1/16" ONE 8d 0 4" 0.C. 12" O.G. 2X I6d NAILS s 8" O.C. 5/8" DIA. a 54" 0.C. 2X (2) 2X6 PI-3 1/16" ONE 8d m 3" 0.C. 12" O.C. 3X / 2-2X I6d NAILS 6" O.C. 5/8" DIA. 9 42" 0.C. 2X (2) 2X6 1-14 1/16" ONE SEE DETAIL H4 ON SHEET SI FOR NAILING SPACING, STRAP 4 HOLDOWN TYPES I. FRAMING SHALL BE HEM -FIR 02 A 16" O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAVED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED A5 SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED KITH MINIMUM NAILING OF 8d a 6" 0.C. EDGE, 12" 0.C. FiELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.4.1, NOTE W. 5. ANCHOR BOLT SPACING 15 6'-0" 0.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12" AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE Y4"x3"x3" WASHERS AT ANCHOR BOLTS. PLATE WASHERS SHALL EXTEND TO WITHIN" OF THE SHEATHED EDGE OF THE SILL PLATE ON WALLS W/ EDGE NAILING AT 4" 0.C. OR TIGHTER. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED 50X NAILS (UN.0.) PER IBC TABLE 2306.3. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131" DIA., 2" LONG), 8d BOX (0.113" DIA., 2y" LONG), 10d COMMON (0.148" DIA., 3" LONG), 10d BOX (0.128" DIA., 3" LONG), I6d COMMON (0.162" DIA., 3y" LONG), I6d SINKER (0.148" DIA., 3Y4" LONG), 5d COOLER (0.086" DIA., I%" LONG), 6d COOLER (0.092" DiA., 1 14" LONG) 1. I Y4" No. 6 DRYWALL SCREWS (TYPE W OR 5) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'S W/ 10d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2-2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO FOUNDATION SILL PLATES OR TO WALLS WITH 8d EDGE NAILING AT 2" 0.C. OR I0d EDGE NAILING AT 3" 0.C. OR 2" 0.C. OR WALLS SHEATHED ON BOTH SIDES) ' 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY WITH CURRENT ICC EVALUATION REPORT OR SIMILAR MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE WITH PRIOR APPROVAL OF BUILDING OFFICIAL OR ENGINEER OF RECORD. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. II. SIMPSON MASAP MUDSILL ANCHORS, MAY BE SUBSTITUTED (1) FOR (I) AT 2X SILIL:PintEceopyi DIA. SiLL PLATE ANCHOR BOLTS SPECIFIED. ? ': Permit No. G 49 I PERFORATED SHEAR WALLS: CONTINUE SHEAR WALL SHEATHING A1:50UE AND BELOW ALL OPENINGS BETWEEN FULL HEIGHT WALL SEGMENTS WITH NAILING AS S-OWN IN S-EAR WALL SCHEDULE SCALE: 1/8":I'-0" CD, TYPiCA SCALE. /4 -I ANC REVISIONS No chances shall be math t th^ scope of work without prior a.: :-Dvpl of Tukwila Building D;1/isbn. f-TFE: Revisions will require a r1 w plan submittal and may include additional plan review fees. (4) 1. SHEAR WALL PER PLAN W/ DBL STUDS Al HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PL4''1 INSTALLED PER MANUF. SPECS. 3. RiM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECS. (SEE BELOW FOR SIZE PER HOLDOWN) MAINTAIN 5" CLEARANCE FROM FNDTN VENTS. 6. CONCRE1E STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT W/ COUPLER NUT 4 ALL THREAD ROD ANCHOR S5T5I6 (DIA. = 5/8') SST820 (DIA. = 54") SST524 (DIA. = 5/8') (b) 55T528 (DIA. = Y8') 55T534, S5T1536 (DIA. 5B%x24, 55Y8x24 551x30 OR 5OLT EMBED. 125' " 16545" 205/8" 241%" = YS") 28Y8" 18" 24" OLDOININ (5) TYPICAL STRAP TiE /ALL TO WALL Eriri SCALE: /4"=1' 9'-6" MAX HEIGHT A Plan review approval is subject to errors and omissions. Approval of cdnstruction documents does not authorize the violation of any adopted code or ordinance. Receipt 1. UPPER FLOOR WALL PER PLAN of approved Field d conditions is acknowledged: W/ DBL STUDS AT STRAP pp Copy anc �., n . 9 MINIMUM By: 2. RIM BOARD PER PLAN Date: 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STRAP ON RIM 6 WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM e WALL TO BEAM 6. LOWER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM (2) OL=pOYYN ALL TO SEAM 0.Z - - e-101_,( City of Tukwila BUILDING DIVISI TYPICAL STRAP TiE EXTENT OF HEADER W/ DOUBLE PORTAL FRAMES (TWO BRACED WALL PANELS) EXTENT OF HEADER W/ SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2FT TO 18FT FINISHED WIDTH FOR SINGLE OR DOUBLE PORTAL HEADER PER PLAN (MIN. 3xlly4" NET) FASTEN SHEATHING TO HEADER W/ Sd COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN 0 HEADER TO JACK STUD STRAP (1000" MIN) SUCH AS LSTA2I OR MSTA30 ON 1130TH 51DES OF OPENING OPPOSITE SIDE OF SHEATHING MIN. DOUBLE 2X4 FRAMING COVERED 14/ MIN %a" THICK APA RATED SHEATHING W/ Sd COMMON OR GALV. BOX NAILS AT 3" O.G. IN ALL FRAMING (STUDS, BLOCKING, 4 SILLS) TYP. (2) STHDI4 FOUNDATION STRAPS INSTALLED PER MANUF. SPECS. MIN. (I) 5/a" J-BOLT 11" EMBED) W/Y4'X3"X3" PLATE WASHER AT MIN (2)2X4 SILL PLATE MIN. DOUBLE 2X4 POST (KING 4 JACK SW) LSTHPS FOUNDATION STRAP INSTALLED PER MANUF. SPECS. CONTINUOUS FOOTING UNDER OPENING W/ (2) "4 REBAR CONTINUOUS. LAP BARS 15" MIN. (TURNED DOWN SLAB MIN. 12"x12" PERMITTED) FRONT ELEVATION E CONSTRUCTION HEADER TO JACK STUD STRAP (1000" MIN.) SUCH AS LSTA2I OR MSTA30 ON BOTH 5iDE5 OF OPENING OPPOSITE SIDE OF SHEATHING IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON - BLOCKING WITHIN MIDDLE 24" OF PORTAL HEIGHT 14/ (I) ROW OF 3" O.C. NAILING REQ'D IN EACH PANEL EDGE TYPICAL PORTAL - FRAME CONSTRUCTION I: eV 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. W/ I6d SINKER (0.148"x3Y4") OR I0d COMMON (0.148"x3") NAILS 3. RIM BOARD PER PLAN 4. CONCRETE STEM WALL PER PLAN IaI�II�IOI'�t REVISION.' OL.pO�.ti RECEIVED CITY OF TUKWILA FEB 0.6 2015 PERMIT CENTER FASTEN TOP PLATE l-TO HEADER W/ (2) ROWS OF I6d SINKER NAILS AT 3" O.C. TYP. IN. %° APA a RATED SHEATHING MIN. (2) 4'4 REBAR HORIZ. e 12" O.G. W/ (1) "4 REBAR IN UPPER 8" OF STEM WALL SECTION MiN. (2) "4 REBAR FOOTING VERTICALS WITHIN WIDTH OF PANEL 4 EXTENDING TO WITHIN 6" OF TOP OF STEMWALL REVISION DATE: 1-20-2015 PROJECT ": ADD WINDOW DATE: 5-21-2014 iNIT: MM PROJECT ": 1214 SIMPSON 14UC48 T FRAMING IN WALL O d) 4- 1 I CV SIMPSON HTS24 'BEAM TO TOP 0 PLATE EA. END / X 1 O ( 1iu fil Ij II CV 1 11 X SIMPSON ACE& (PAIRED) v H POST TO BEAM 4 BEAM -O �TO BEAM (6X6 POST) - 53 60 53 \ \ 1- \\\ CD 0 . r 1- DOUBLE JOIST DBL J5T OPEN TO BELOW 46 X 8 BTM FLUSH AT ENTRY ELT. NIP TRUSS - 8:12 HIP GIRDER 4 X 6 4X8 SIMPSON HUC48 TO FRAMING IN WALL t 0 ri r I Ia 53iI IIIm ! IIFX r� i ca IDF # 2 FLOOR JOISTS II h II II II II II c�1 DOUBLE JOIST AT WALL ABV. (% r L 5Y" X I6y" GLB LOW t 2 X12FLRJSTS016"O.G. OOP m 0 5y" X 13' GLB LOW AIM &X12 N 1 m IMO 0_ 8:12 Y=:.- CV 1'-6" L,H, TYPICAL UPPER FLOOR FR4MING PLAN - SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - ALL DOOR/WINDOW HEADERS TO BE 4X8 DF #2 AT BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 @ PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN IN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE , l/4 II _ 1 I _ 011 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. JOIST PER PLAN SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ (2) 8d NAIL TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH ad NAILS 9 6" O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE W/ SIMPSON LTP4 6 48" O.G. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED FLOOR JOIST SEALING AT STUD WALL SCALE: /4":l' (2) (5) (I) (4) (3) 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ SIMPSON LUS210 OR USP JL2I0 HANGER 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM 14/ EDGE NAILING (6) PER SHEAR WALL SCHEDULE 6. JOIST BLOCKING m FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE 14/ (2) ad NAILS cLOOR JOIST AT SEAM (1) SCALE: 3/4":I' (2) ICY JOIST CANT1L VZIR SCALE: /4":I' (I) I. BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. JOIST PER PLAN SECURED TO SILL PLATE W/ (2) ad TOE NAILS 3. SOLID CONTINUOUS RIM BOARD W/ (2) ad NAILS TO EACH JOIST 4. JOIST BLOCKING SECURED TO (3) TOP PLATE W/ 8d TOE NAILS AT 6" O.C. 5. 2x STUD WALL OR BEAM PER PLAN 1. BEAM PER PLAN 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON TOP FACE 3. KING STUD W/ (6)-I6d NAILS TO BEAM (STAGGERED) EACH SIDE 4. 2X HF°2 STUDS W/ PLYWOOD OR OSB FILLER AS NEEDED NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 0 12" O.G. (STAGGERED) (I) &x BEAM E3UILT UP POST AT SEAM 4x BEAM SCALE: /4"=I' (3) I. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER 514EAR WALL SCHEDULE 3. JOIST BLOCKING 0 FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) ad NAILS 4. SOLID CONTINUOUS RIM BOARD W/ (2) 8d NAILS TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH ad NAILS 6 6" O.G. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE 14/ SIMPSON LTP4 fit 48" O.G. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED 1_OOR JOIST PARALLEL TO STUD SCALE: 34"=1' (I) (2) (I) (3) 111111111111 (3) FLOOR JOIST AT 15EAM SCALE: /4":I' (1) (2) (3) JOIST PARALLEL TO S /\ALL I. FLOOR JOIST (ONE OR BOTH SIDES OF BEAM) PER PLAN W/ SIMPSON LUS2I0 OR USP JL210 HANGER 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN I. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. JOIST PER PLAN SECURED TO TOP PLATE 14/ SIMPSON 435 AT 12" O.C. PER SHEAR RECEIVED CITY OF TUKWILA FEB 0 6 2015 PERMIT CENTER EAR WALL SCALE: /4"=I' (I) (3) I. BEAM PER PLAN 2. WOOD POST OR COLUMN PER PLAN 3. SIMPSON ACE OR ACE POST CAPS (PAIRED) 4. BEAM SPLICE AS OCCURS 5. MITER CUT BEAMS AT CORNER CONDITION PLAN VIEW AT CORNER m r N N Mco 0SeP) z c OL.00 O co N N I1J a. a) CO M Email: myengineer@centuryte REVISION DATE: I-20-2015 PROJECT k: ADP WINDOW DATE: 5-21-2014 INIT: MM PROJECT ": 1214 GENERAL. NOTES INTERNATIONAL RESIDENTIAL CODE 2012 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISTICTION TO BE FOLLOWED. 2012 INTERNATIONAL RESIDENTIAL CODE 2012 WASHINGTON STATE ENERGY CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION 4 PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT TO BE INSTALLED SiTE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 15 PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR I'6' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE MIX AND 28 DAY STRENGTH OF CONCRETE - BASEMENT WALLS 4 FOUNDATIONS 4 OTHER CONCRETE NOT EXPOSED TO WEATHER: 2,500 PSI - BASEMENT SLABS 4 INTERIOR SLABS 2,500 PSI 4 INTERIOR SLABS ON GRADE, EXCEPT GARAGE DOOR SLABS - BASEMENT WALLS 4 FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED 3,000 PSI TO THE WEATHER: - PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO WEATHER, 4 GARAGE 3,000 PSI FLOOR SLABS: GARAGE FLOORS TO SLOPE 1/8'/FT. MIN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-AlR ENTRAINED CONCRETE SIDEWALKS TO HAVE 3/4' IN. TOOLED JOINTS AT 5' FT. (MIN.) O.C. CONCRETE COVER OF RE INFORCING 3' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 1/2' CONCRETE EXPOSED TO EARTH OR WEATHER 1 1/2' BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER. 3/4' SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER LAP COLUMN VERTICALS. CLASS 'A' CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 52 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. CARPENTRY GENERAL ALL FRAMING TO COMPLY WITH ENGINEERING S-SHEETS FOR NAIL SIZES AND SPACING. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE-RETANDANT-TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL. REFERENCE SHEET-S1 FOR SPECIES AND GRADE (BASE DESIGN VALUES) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3"X3"X.229" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS, JOISTS, 10'-0" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. MINIMUM 1" EMBED. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. FL YUJOOD PLYWOOD WALL AND ROOF SHEATHING SHALL BE 3/4" CDX, UNLESS OTHERWISE SPECIFIED. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDX T4G. UNLESS OTHERWISE SPECIFIED. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. WOOD TRUSSES ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FROM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACEALL TRUSSES. SEE SHEET -S1 FOR DESIGN CRITERIA INSULATION AND MOISTURE PROTECTION GENERAL INSULATION BAFFLES TO MAINTAIN I" ABOVE GATT INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE STAPLE BATTS FRICTION FIT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS. iNF I L TRAT ION CONTROL 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOOR AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR LEAKAGE. ALL OPENINGS SHALL BE FLASHED. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO TH SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLSHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF- FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1-1/8' OVER TH SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIALS. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAM CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 7. AT BUILT-IN GUTTERS. - ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR LEACKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED FIRE -RATED AND MUST MEET THE ABOVE REQUIREMENT. - ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO AMIT INFILTRATION INTO OR FROM THE BUILDING ENVELOPE. - Recessed Lighting Fixtures: When installed in the building envelope, recessed lighting fixtures shall be Type IC rated and certified to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 15 Pascals or 1.51 Ibs/ft2 pressure difference and have a Zabel attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. VAPOR BARRIERS/ GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FROMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS, INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES ARE PLACED NOT MORE THAN 8 INCHES ON CENTER AND GAPS BETWEEN THE FACING AND THE FRAMING DO NOT EXCEED 1/16 INCH. A GROUND COVER OF 6 MIL (0.006")5LACK POLYE`'HYLENE OR EQUIVALENT, SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WINDOWS, DOORS, HVAC, 4 ELECT. EQUIP. GLAZING MAXIMUM: ZONE 1: UNLIMITED, GROUP R3 OCCUPANCY GLAZING 'U' VALUE: VERTICAL (MAX): .30 (ZONE: MARINE 4) OVERHEAD (MAX): .50 (ZONE: MARINE 4) DOOR 'U' VALUE (MAX): .20 (ZONE: MARINE 4) (DOORS W/ MORE THAN 50 CONSIDERED A WINDOW) HVAC PERFORMANCE: 'MED' OR AFUE = .95 RECESSED LIGHT FIXTURES:• -IC RATED pOORS, WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR SHALL HAVE MAX. 3" STEP TO MIN. 36" DEEP LANDING. . BEDROOM EMERGENCY EGRESS WINDOWS MINIMUM NET CLEAR OPENING OF 51 SQ. FT. MIN. NET CLEAR OPEN ABLE WIDTH .OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM FINISHED. SILL HEIGHT OF 44" ABOVE FLOOR. FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF' 0.5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED BY ASTM STANDARDS. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT MUST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED: OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM INFILTRATION PER SQUTARE FOOT OF DOOR AREA. . SAF T • • in 1. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURE'S 4.GLAZING W/. THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED PORTION# BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE • GLAZING GREATER THAN 9 S.P. LESS THAN 13"ABOVE FINISHED FLOOR Sec. R310.1.1 Minimum opening area: All emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet (0.530 m2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0.465m2)R310.1.2 Minimum opening height. The minimum net clear opening height shall be 24 inches (610 mm). R310.1.3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 mm). R310.1.4 Operatignal constraints. Emergency escape and rescue openings shall be operational from the inside of the room without. the use of keys, tools or special knowledge: Sec. R310.4 Bars, grilles, covers and screens. Bars, grilles, . covers, screens or similar devices are permitted to be placed over emergency escape and rescue openings, bulkhead enclosures, or window wells that serve such openings, provided the minimum net clear opening size complies with Sections R310.1.1 to R310.1.3, and such devices shall be releasable or removable from the inside without the use of a key, tool, special knowledge or force greater than that which is required for normal operation of the escape and rescue opening. Sec. R312.2, Exceptions: 1. Windows whose openings will not allow a 4-inch-diameter (102mm) sphere to pass through the opening when the opening is in its largest opened position. 2. Openings that are provided with window guards that comply with ASTM F2006 or F 2090. See IRC312.2.2 and IBC Sec 1405.13. ASTM F 2006: Standard Safety Specification for Window Fall Prevention Devices for Non -Emergency Escape (Egress) and Rescue (Ingress )Windows. ASTM F 2090: Specification for Window Fall Prevention Devices with Emergency Escape (Egress) Release Mechanisms. * GLAZING LOCATED IN ENCLOSIRES CONTAINING SHOY'4ERS OR BATHTUBS THAT ARE LESS THAN 5' FROM THE FLOOR AND LOCATED LESS THAN 5' HORIZONTALLY FROM YW4TER.'S EDGE OF .SUCH FIXTURES SHALL BE SAFETY GLAZING. STRUCTURAL- NOTES 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. 3. THE CONTACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION. PROCEDURES INCLUDING LAGGING, SHORING AND Ftfr-rgIVEIVIZION OF ADJACENT PROPERTY, STRUCTUES, STREETS AND UTILITIES IN ACCORDANCE WiTH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDIANTING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF 5. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT 6. COORDIATE WITH MECHANICAL, PLUMBING, AND ELECTICAL REQUIREMENTS. FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, AND PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK 1. PROVIDE OPENINGS AND SUPPORT, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMINT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project information Contact Information 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. Authcrized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fene;tration U-Factorb Skylicht U-Factor Glazed Fenestration SHGCbe Ceilirg Wooc Frame Wallg*•1 Mass Wall R-Value' Floor Below Grade Weir* SlabdR-Value & Depth R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 491 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 30g 0.029 10/15/21 irit + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10,4 ft n/a *TabI? R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Eachdwelling 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 ig minimum number of credits: nail 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 edium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or#3, including additioths over 750 square feet. . Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1e Efficient Building Envelope la 0.5 1t Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope lc 2.0 22 Air Leakage Control and Efficient Ventilation 2a 0.5 21: Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 32 High Efficiency HVAC 3a 0.5 31: High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3c High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 52 Efficient Water Heating 0.5 51: Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 1 Total Credits *Please refer to Table R406.2 for complete option descriptions REVISIONS No changes shall be made to the scope . of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. *120L ;...,. 1.5 0.0 1.50 SI SHEET # Al GENERAL NOTES 4 FLAN PREVIEW A2 MAIN 4 UPPER FLOOR PLAN A3 ELEVATIONS: FRONT, RIGHT, LEFT 4 REAR A4 DETAILS 4 BUILDING CROSS-SECTION A5 VENTILATION SCHEDULE S1 SHEARWALL SCHEDULE 4 GENERAL NOTES 52 FOUNDATION 4 MAIN FLOOR FRAMING FLAN 53 UPPER FLOOR. FRAMING PLAN 54 ROOF FRAMING PLAN NOTE: THE HOUSE FIRE SPRINKLER SYSTEM SHALL BE DESIGNED BY A FIRE SPRINKLER SYSTEM DESIGNER DESIGNER SHALL VERIFY IN WRITING TO THE PUBLIC WORKS INSPECTOR THAT A 3/4-INCH WATER METER AND SERVICE. LINE MEETS DOMESTIC WATER AND FIRE FLOW REQUIREMENTS. IF DOMESTIC WATER AND FIRE FLOW REQUIREMENTS ARE NOT MET, THEN 1' FIRE/DOMESTIC SERVICE AND/OR 1' FLOW - THROUGH SYSTEM. SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical lieglectrical ❑ Plumbing ❑ Gas Piping Cif± of Tukwila BUILEI G DIVISION PLAN PR-VHUJ . SCALE: NOT TO SCALE PLANNING APPROVED No changes .can be madeto these plans without approval from the Planning Division of `DCD ..ti Approved By: C. Lav>Ns ° R. Date: -1u,t - FILE COPY Permit No. nt I Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt c, approved Field Copy and conditions Is acknowledged: By: fee . GoV Date: 12 7/ City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 252014 tt(-+ City of Tukwila BUILDING DIVISION CORRECTION LTR# RECEIVED CiTY OF TUKWILA AUG 1 2. 2014 PERMIT CENTER ILitftw 0 1 0 1 URBAN DESIGN GROUP hereby reserves it's common law copyright and other property rights in these plans, ideas and dsigns. Those ideas, desiene and plans are not to be rproduced, changed or copied In any form or manner whatsoevr, nor are they to be assigned to any third party, without first obtaining the express written permission from URESAN 1 'ESICsN Ci14ROU1='. Ulritten dimnsions' on these shall have precedence over scale dimensions. Contractor! shall verify and be responsible for all dimensions and conditions of the ,job and URBAN DESIGN CaROU� must be notified In writtine of any variation from the dimnsions, conditions and specifications construction shown by these drawings. All shall be in accorclanco with the standard building code. CelECCIJ an state and local codes. COPYRIGHT® 2010 URBAN DESIGN, INC. Q_...) 0 CO 01 <I[ 0,....) co'. 0 D n o Cr) II- 0 Y II III u ii i, w/ BEDROOM/BONUS RM. ABOVE GREAT ROOM URBAN DESIGN GROUP 819 RAINIER AVE. N. SUE O RENTON, WA ai PN:l2®6� 838-8250 EIT: aA2Odmin�urbandesigns.u9sP DRAWN BY: / FM DATE ISSUED: S/28/14 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Q Project No.: 14-11E3 41 Sl--E E T c::)F 45 LIGHTWEIGHT STONE VENEER, TYP. IFGC 304.6 Outdoor combustion air for gas appliances. 304.6 Outdoor combustion air shall be provided through opening(s) to the outdoors in accordance with Section 304.6.1 or 304.6.2. The minimum dimension of air openings shall be not less than 3 inches. 304.6.ITwo permanent openings, one commencing within 12 inches of the top and one commencing within 12 inches of the bottom of the enclosure, shall be provided. Where communicating with the outdoors through horizontal ducts, each opening shall have a minimum free area of not less than 1 square inch per 2,000 Btu/h of total input rating of all appliances in the enclosure. OR 304.6.2 One permanent opening, commencing within 12 inches of the top of the enclosure and shall have a minimum free area of 1 square inch per 3,000 Btu/h of the total input rating of all appliances. EGRESS + 9'-0' CLG. CLUE ST SU i TE I0'-6' X 12'-8' 110V O S.D. 1° BI-PASS U le 1 a) 2x6 WALL 110V SD.O LN. OF FLR ABOVE OPEN TO ABOVE 36' H. RAIL °- FOYER �0 9'-6' X 5'-4' PPP,ki eV! ABO VE PORCH • DN. 26 GL. DR ART NICHE 301 - 0" •' GONG. • FAT 10 INSTALL 36" WIDE GAS FIREPLACE PER MANUF. SPECS. + 9'-0" CLG. 18'-0' X 18'-0' WRAP -AROUND COLUMN EATING BAR PREP. ISLAND + 9'-0' CLG. K i TCk—IEN 16'-6' X I1'-8'+ PANTRY 5 SHLVS 18' H PLATFORM W/ (2) LAYERS 3/4' PLYWOOD 26 GA. STRAP AROUND W.N. TO WALL 6 TOP 4 BOTTOM 2 - CAR C ARAC E 19'-0' X 20'-6' + — 1 3/5' SOLID CORE — WOOD OR 20 MIN. FIRE RATED MIL DR. W/ SELF CLOSER NOTE: WRAP ALL WALLS, POSTS, BEAMS, 4 CEILING W/ 8 /S' TYPE 'X' GUM 16°8° O.H. GARAGE DOOR LIGHTWEIGHT STONE VENEER, TYP. 5'-0' 5'-0' 2'-0' 16'-0' 10'-0' 201-0" MAIN FLOOR PLAN SCALE: 1/4' = 1'-0' FLOOR FLAN NOTES: 1. WINDOWS 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 2. EXTERIOR WALLS TO BE 2x6 STUDS 6 16' O.C. UN.O. 3. MAIN FLOOR WINDOW HEADERS TO BE 8'-0' ASV. FINISHED FLOOR U.N.O. 4. UPPER FLOOR WINDOW HEADERS TO BE 6'-5' ASV. FINISHED FLOOR U.N.O. 5. SMOKE DETECTORS: • SHALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP • 9.1-IALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS • SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING CHANGE GREATER THAN 24' ) CV CV 5' - 5' - 9' HALF W LL O LN. OF FLAT CLG. PP PP, o ATTIC AREA WILL NOT HAVE VERTICAL HEIGHT OF 30' FOR 30 SQ. FT. ATTIC ACCESS WILL NOT BE REQUIRED LINE OF WALL BELOW ✓ L LINE OF LOWER ROOF 6. AN APPROVED CARBON MONOXIDE ALAEM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF TI-E BEDROOMS IN DWELLING • UNITS AND ON EACW.LEVEL OF THE DWELLING AND IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMANDATIONS. 2012 I.RC. R315. 101-0" of 2'-3" 2'-4' 301-01 ?V; G 110V S.D. 110V S.D. 18'-6' EGRESS E5EDRM. S/5ONUS 15'-8" X 11'-8' i10V S.D. MSTR. SU i TE 12'-6' X 14'-6' \ EGRESS PS PA PPN BATH 3 A ISEDiRM. 3 121-0' X 12'-0' AT MSTR BATH OfifeloloirP 6'-2' X 10'-0' 5'-1.r#' A.F.F LINE OF WALL zELOW LINE OF LOWE UPPER FLOOR PLAN SCALE: 1/4' = 1'-0' 1. 8. 9: 10. LIGHTING SYSTEMS, A MINIMUM OF 15% OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE COMPACT FLORESCENT OR HIGH EFFICIENCY LAMPS. (2012 WSEC 1 404.1). PROVIDE STAIRWAY, ILLUMINATION PER I.R.C. R303.1 SEE SHEET Al FOR ADDITIONAL NOTES. SEE SHEET A5 FOR VENTILATION SCHEDULE NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 1 2 2014 PERMIT CENTER NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN ARE A SUMMARY MAIN FLOOR: UPPER FLOOR: 1,213 sf. 1,410 sf. TOTAL: GARAGE: P •(RE 2,623 422 94 sf. sf. URBAN DHSIN ROUi=' hereby reserves it's common law copyright and other property rights in these plans, ideas and designs. These ideas, designs and plans are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to Pee assigned to any third party, without first obta mine the express written permission from URBAN DESIGsN CzROUP. Written dimensions on these shall have precedence over scale dimensions. Contractors shall verify and be responsible for all dimensions and conditions of the ,Job and URBAN DESIGN c ,f 'UP must be notified In wrttting of any variation from the dimensions, conditions and specifications construction shown by these drawings. All shall be In accordance with the standard building code. CSBGGI� an state and local codes. COPYRIGHT © 2010 URBAN DESIGN, NC. Q.) k._...) 11,1 GI < CD irki 1i— (II 3 V 0 JI A W it — ill (& II c. w/ BEDROOM/BONUS RM. ABOVE GREAT ROOM �/1 [0.: a p te 0 to 0Z N 6 D LP O ly ►. - - rX{tyy 7 uJ O CV W 1— iii 0 ,n Cv 1 Li \ •(�f% 1-fZ in co DRAWN BY: FM DATE ISSUED: 5/28/14 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Q Project No.: 14110 S •-E E_ E= T 42 OF AS 12 COMP. SHINGLES TYR 8:12 12 L SCALE: 1/4' = 1'-0' 12 12 6' LAP SiDING U-V TION COMP. SHINGLES TYP. 8:12 12 to ELEVATION 'NOTES: 1. VERIFY SHEAR WA1!L NAILING 4 HOLDOWN5 PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.RC. CHAPTER 10 • 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. R 103.8 • 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.RC. R903.2 4 R9032.1 12 OBSCURE GLASS 6' LAP SIDING COMOSITION. SHINGLES TYP. CONT. METAL GUTTER ON S/4X8 FASCIA BOARD TYP. RAUGH SAWN PLYWOOD PL. ENTRY PORCH RAUGH SAWN PLYWOOD FIELD VERIFY RADIUS WRAP -ROUND COLUMN, TYP. 12 6:12 CONCRETE COVERED PORCH FINISH GRADE 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE - INTERIOR DOORS. 1. 8. 12 COMP. SHINGLES TYP. 8:12 12 8 TOP OF RIDGE ROOF MIDPOINT PL. 41 UPPER FLOOR �CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. 6' LAP SIDING UPPER FLOOR PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS 9 ALL EAVES, TYP. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN..4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. 9. PROVIDE STAIRWAY ILLUMINATION PER I.RC. R303.6 10. SEE SHEET Al FOR ADDITIONAL NOTES. 11. PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 CONT. METAL GUTTER ON S/4X8 FASCIA BOARD TYP. PL. a FIREPLACE PL. 6 MAIN FLOOR CORNER TRIM 6' LAP SIDING MAIN FLOOR FINISH GRADE LFVATION NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 12 COMP. SHINGLES TYP. 6:12 12 12 • , , , • MAIN FLOOR 6:12 TYP. NOTE: TOPOGRAPHY ALONG THE FOOTPRINT OF THE HOUSE SLOPES NO MORE THAN 6FRONT-TO-BACK OF THE DEPTH AND SIDE -TO -SIDE. EXTREMELY SLIGI-T SLOPE FRONT TO REAR OF THE LOT SOFFIT, VENT 4 INSULATE CANT'L W/ R-30 INSUL. S.G. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 25 2014 City of Tukwila BUILDING DIVISION SCALE: 1/4' = 1'-0' RECEIVED CITY OF TUKWILA AUG 1 2 2014 PERMIT CENTER URt,AN 1::,ESICsN CsROUF' hereby reserves it's common law copyright and other property rights in these plans, ideas and designs. These ideas, dellcce�ns and plane are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to be assigned to any third party, without first obtaining the express written permIssion from URBAN DESIC-sN CaROUf='. Written dimensions on these sha11 have precedence over scale dimensions. Contractors shall verify and be responsible for all dimensions and conditions of the Job and URBAN 1::›ESICsN C=ROUF must be notified in writting of any variation from the dfinenetons, conditions and specifications construction shown by themes drawings. All shall be in accordance with the standard building code. CSBCCI� an state and local codes. COPYRIGHT@ 2010 URBAN DESIGN, INC. �11 0 0 11 01 '<::[ Q_...) cki 0 d n 4 C in Q...) EV_ ii— III II rt-N w/ BEDROOM/BONUS RM. ABOVE GREAT ROOM iI - ffa., .f., , , .* -'5:::' - ' 14 ,157.11,43,"1* -'', -, . ,,,s, dr, --- - - - - : - -1:, itti* ,,, i DESIGN GROUP in c) on cn m la z O -13 z L Qi (V w f— W Q c\' 00 co i7 t id 613 in UI 11- 0' CO DRAWN E3Y: FM DATE ISSUED: 5/2a/14 MODIFIED Err: ENGINEER: MYERS REVISION A REVISION Q Fro j ect No.: 14110 S +-1• E_ E= T 43 45 TYPICAL ROOF CONSTRUCTION ARCH. LAM. COMP. ROOFING OVER 150 ROOFING FELT OVER 1/2" CDX OR 1/16' OSf3 SHT'G (CCX PLYWD AT EXPOSED EAVES) MFG. ROOF TRUSSES 6 24' O.C. PL. UPPER FLOOR UPPER FLOOR PL. 6 MAIN FLOOR TYPICAL EXTERIOR WALL: 2-2X6 TOP PLATES 2X6 STUDS 16" O.C. 2X6 BOTTOM PLATE 1/16' OSB IAPA 24/16) Sl-IT'G AIR BARRIER (TYVEK OR EQ.) EXT. SIDING PER ELEVATIONS 1/2' G.W.B. CONC. FTC. PER ENGINEERING PLAN ATTIC MANUFACTURED TRUSSES co 24' O.C. 1111111111111111►111111111111111`r11111111111111111/1111111111111111111111141111111 .006(BLACK) VISQUEEN VAPOR BARRIER (BLACK) THROUGHOUT CRAWL SPACE. UILINCC i�r:ii.•.cep...e�.r..e�.......rc;...............�.r:.���.P.m p typical interior wall . (2) 2x4 top plates • • 2x4 studs 6" O.C. • 2x4 bottom plate 3/4' T. 4 G. PLYWOOD • • OVER FLOOR JOISTS PER ENG'R • W/ R-30 INSULATION • • NOTE: BEAM PER • WRAP ALL WALLS, POSTS, PLAN • BEAMS, 4 CEILING • W/ 5/8' TYPE 'X' GUJB 4' THICK CONC. SLAB OVER 4' COMPACT SAND • AND GRAVEL BASE OSSSECTION: 'A' SCALE: 1/4" =11-0" INSULATION BAFFLE VENTED BLOCKING R 21 INSUL. T Fo1s4cIvt1't/1 Pert g$o. Jasavr 134.1/, pE, givApr to report, REVIEWED FOR CODE COMPLIANCE APPROVED AUG 252014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWiLA► JUN 1 2 2014 PERMIT CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM U AUTHO-IZED WORK Pa'FO BY THE ►.,`,4.: -A hereby copyright rights designs. plans changed manner be assigned without written DESICsN on these over shall alI dimensions the ,Job must variation conditions construction drawings. with CSBCCI) . URBAN 1aESIGsN ROUP' and or to for of any reserves it's common law and other property In these plans, ideas and These ideas, designs are not to be reproduced, or copied in any form whatsoever, nor are they to any third party, first obta inlne the express permission from URBAN CsROUP. Written dimensions shall have precedence scale dimensions. Contractors verify and be responsible and conditions and URBAN DESIGN GROUP be notified in writtine of from the dimensions, and specifications shown by these All shall be in accordance the standard building code. an state and local codes. COPYRIGHT C 20I0 URBAN DESIGN. INC. Q_.) 0 ail 1l -(::[ cii Q..) A 0 n o (...D Q....) OZ._ iF-- in r-- ill II w SEDROOMBONUS RM,AEOVE GREAT ROOM 0 c C A T F Off= a. 61 m co N N oi I z to o 0 Z co u;79 « - - : d / \ \ } . : . t\ . , . \,; «vim % DRAWN E5Y: FM DATE ISSUED: S/28/14 MODIFIED BY: ENINEER: MYERS REVISION A REVISION Q Project No.: 14110 44 s i E_ E_ —r c:::,F AS 6'-S" MIN. HEADROOM IRC R311.7.7.3.) 1 1/4" DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR 2'-1O" MIN. / 3'-2" MA 106 a 0 } 36" MIN. STAIRWAY WIDTH PER IRC R311.1.1 GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4" DIA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER IRC R311.1.1 BALUSTERS TO CONFORM TO IRC R312.2 4" O.C. ( 10" MIN. TREAD 2X4 THRUST BLOCK !ill AA rjr '. PER PLAN >< SIMPSON SLOPED HUC28 OR EQUAL BELOW STAIR INSTALL 1/2" G.W.B. e CEILING 4 WALLS (3) 2X12 STRINGERS FIRE BLOCKING 6 MID -SPAN NOTE: GREATEST AND LEAST TREAD 4 RISER SHALL NOT VARY MORE THAN 3/8' (PER IRC R3I1.7.4.1 4 R311.1.4.2) (3) ad TOE NAIL STRINGER TO THRUST BLOCK JOIST OR BLOCKING FLOOR BELOW NOT TO SCALE r1) INTERIOR STAIR GUARDRAIL / 1/2 WALL 3'-0" MIN. A.F.F. NOTE: GUARDS SHALL BE NOT LESS THEN 36 INCHES IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 30' A.F.F. SHALL NAVE GUARDS NOT LESS THAN 34' IN HEIGHT MEASURED VERTICALLY FROM THE NOSING OF THE TREADS. 1/2" G.W.B. 2X4 OR 2X6. WOOD STUDS JOIST OR BLOCKING e FLOOR BELOW NOT TO SCALE GUARD (1/2 WALL) INSULATION PER PLAN 2X STUD WALL PER PLAN I/2" CDX PLYWOOD SHEATHING 2 LAYERS GRADE D BLDG. PAPER WEATHER RESISTANT BARRIER CORROSION RESISTANT (GALV.) METAL LATH ADHERED STONE VENEE TYPE "N" MORTAR JOINT TYPE "N" MORTAR SEATING BED 26, GA GALV. CORROSION - RESISTANT WEEP SCREED -OVERLAP BLDG. PAPER -LATH TO COVER 4 t TERMINATE ON FLANGE FOUNDATION WALL 4' MIN. (SCREED TO GRADE) 2' MIN. (SCREED TO PAVEMENT) \i\/\ /\\\\ A, Ii 4 • a 4 a c a a a' OPT. VENEER BLW. GRADE CONDITION - P.T. PLYWD CONC. NAIL TO FDN. WALL NOT TO SCALE 2 X 4 WOOD BLOCKING WATER HEATER FLAN WATER HEATER rfl b Co GYPSUM WALLBOARD (DRYWALL) I/4'7 x 4' LAG SCREW WITH FLAT WASHER 3/4' X 22 GAUGE (MIN.) METAL STRAPPING NOTE: PROVIDE SEISMIC STRAPPING OF THE WATER HEATER PER UPC. NOTE: DON NOT USE PLAMBER'S TAPE, USE HEAVE -GAUGE METAL STRAPPING 22 GAUGE (MIN) X 3/4' WIDE METAL STRAPS. DRILL PILOT HOLE ON CENTERLINE OF STUD, INSERT 1/4' X 4' LAG SCREW THROUGH HOLE IN STRAP. USE WASHERS. ANCHOR WATER HEATER TO BASE - BASE TO FLOOR RAISE PILOT LIGHT 18' ABOVE FIN. FLR ELEVATION The Uniform Plumbing Code 2012 (UPC), section 508.2: 'In seismic zones 3 and 4, water heaters shall be anchored or strapped to resist horizontal displacement clue to earthquake motion. Strapping shall be at points within the upper one-third (1/3) and lower one-third (1/3) of its vertical dimensions. At the lower point, a minimum of four (4) inches shall be maintained above the controls with the strapping.' 1) 2012 UPC requires that all water heaters be strapped to resist motion during an earthquake. UPC 505.2 states that water heaters must be strapped in at least 2 places± upper and lower 1/3 of the tank and the lower strap must be at least 4 inches above the controls. 2) Expansion tanks are required with closed plumbing systems per UPC section 6083 3) Insulation is required on all hot water pipes. 4) If wall studs are not properly located to allow adequate anchorage, attach min. 2x4 cross brace to studs with 1/4' x 4' lag screw arid washers. Then attach anchor strap to cross brace with lag screw and washers. UPC 505..2 5) Provide protective steel or concrete bollard if water heater is places in front of a parking stall. Provide adequate anchorage to floor. 6) Provide 6 inches of' clearance from exhaust pipe to combustibles. 7) Provide solid blocking between wall and tank. WATER NEATER SEISMIC STRAPPING' UPPER FLOOR 2X6 JSTS PER PLAN 1/2' DRYWALL MAIN FLOOR 2X10 12' NOT TO SCALE 3 ADHERED VENEER 0/ SHEATHING NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. COFFERED CEILING GLAZING SCHEDULE Tea Gov Residence ROOM # OF WNDS. WND. W. WND. H. MANUF. FRAME TYPE WDW. TYPE MODEL NO. AIR GAP GAS LO-E U-VAL. (1) AREA N.A MAIN FLOOR FOYER 1 6.00 2.00 MILGARD VINYL RADIUS 5720 1/2" AIR YES 0.3 12.00 3.60 FOYER 1 3.00 6.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 18.00 5.40 DINING 1 7.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 42.00 12.60 GUEST SUITE 1 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 36.00 10.80 GUEST SUITE 2 2,00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 8.00 2.40 GREAT RM. ' 1 3.00 6.00 MILGARD VINYL CASE. 5521 1/2" AIR YES 0.3 18:00 5.40 GREAT RM. 2 3.00 6.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 36.00 10.80 UPPER FLOOR STAIRCASE 2 3,00 6.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 36.00 10.80 LAUNDRY 1 2.00 4.00 MILGARD VINYL S.HUNG 5220 1/2" AIR YES 0.3 8.00 2.40 BEDRM. 4 ' 1 6.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 24,00 7.20 BEDRM. 4 ; 2 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 8.00 2.40 BONUS RM. 1 8.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 32.00 9.60 BEDRM. 3 1 6.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 24.00 7.20 MSTR. BATH 1 4.00 4.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 16.00 4.80 W.I.C. 1 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 4.00 1.20 MSTR. SUITE 1 7.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 35.00 11.20 WND. TOTAL: 357.00 107.80 DOORS WITH MORE THAN 50% GLASS • • DOORS WITH MORE THAN 50% GLASS -TOTAL: AVG. U-VALUE (VERTICAL GLASS): 0.30 SKYLIGHTS AND SKYWALLS I I I I 1 AVG. I U-VALUE I SKYLIGHT (OVERHEAD I I TOTAL: GLASS): I I -I AREA #DIV/0! UA I 357.001 107.80 TOTAL 1 TOTAL 2 GLAZING % = . TOTAL 1 = 357.00 S.F. = 13.61% HEATED AREA 2623.00 S.F. AVG. U-VALUE = UA TOTAL (TOT. 2) = 107.80 UA = 0.30 , U-VALUE AREA TOTAL (TOT. 1) 357.00 A VENTILATIO SC E 2012 WASHINGTON STATE ENERGY CODE M1507 SYMBOL LOCATION MINIMUM FAN REQUIREMENTS , Bath, Powder, Min. 50 cfm @ 0.25" WG (201.2 IRC 1507.4) A Laundry -(Intermittent running fan)• Kitchen Min. 100 cfm @ 0.25" WG (2012 IRC 1507.4) B (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) Whole House MIN. CFM = 75 MAX CFM = NO MAX C Fan (based on 2,623 s.f. floor area & 5 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or Tess from interior grille to have a sone rating of 1.5 or less measured @ 0.1" WG 2012 IRC Table M1507.3.3(1) *All fans to vent to outside *AII other requirements of 2012 IRC WSEC VAPOR RETARDER FLOOR • 4 MIL POLY X FACE STAPLED BACKED BATTS PLYWOOD W/ EXT. GLUE WALL 4 MIL POLY X FACE STAPLED BACKED BATTS PVA PAINT CEILING 4 MIL POLY FACE STAPLED BACKED BATTS PVA PAINT X NOT REQUIRED IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION ' REVIEWED FOR CODE COMPLIANCR APPROVED AUG 9.5 2014 City of Tukwila BUILDING DIVISION Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. if you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Tea Go Residence Heating System Type: O Forced Air Furnace Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions'. Design Temperature Instructions Area of Building Conditioned Floor Area instrtictions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions R-38 Vented Above Grade Walls (see Figure 1) Instructions R21 Floors Instructions Below Grade Walls (see Figure 1) Instructions No Below Grade Walls In this project. Slab Below Grade (see Figure 1) Instructions No Slab Below Grade in this project. Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Unconditioned Space Design Temperature Difference (AT) AT = indoor (70 degrees) - Outdoor Design Temp 2623 rt15 U-Factor 0,30 Conditioned Volume 22,296 X Area = UA 107.10 35Z' U-Factor X Area = UA 0.026 35.02 U-Factor 0.027 U-Factor 0.056 U-Factor 0.029 U-Factor 1,347 " Area UA 5.45 202. Area UA 156.35 2h792. Area UA 46.46 Area UA F-Factor Len ' th F-Factor Sum of UA UA Length UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum ofUAXAT Air Leakage Heat Load 11,076 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 27,194 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,914 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,879 Btu / Hour Building and Duct Heat Loss X 1,40 for Forced Alr Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 46 350.39 16,118 Btu / Hour (07/01/13) ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: MAIN FLOOR Roof Area : Ventilation Required: 1549 s.f. 1549 s.f. x 144 s.i. / s.f. / 300 = 743.52 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 s.i. / I.f. - 25% reduction = Eave Ventilation Req'd = 743.52 s.i. / 2 / s.i. per I.f. = Provide : 106 I.f. birdblocking. Ventilation = Min. Ventilation Provided = 374.45 s.i. is greater than 3.53 s.i. / I-f. 105.24 I.f. 374.45 s.i. 371.76 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = Upper Ventilation Req'd = 743.52 s.i. / 2 / s.i. of each vent = Provide: 11 -7"x7" roof jacks. Ventilation = Ventilation Provided = 404.25 s.i. is greater than 36.75 s.i. each. 10.12 vents 404.25 s.i. 371.76 s.i. Req'd Use : (minimum) 106 if. birdblocking. Ventilation = Use : (minimum) 11 -7"x7" roof jacks. Ventilation = 374.45 s.i. 404.25 s.i. Total Min. Ventilation Provided = 778.70 s.i. IS GREATER THAN : 743.52 s.i. Req'd ROOF VENTILATION Stick Framed Roof Assembly: LOWER FLOOR Roof Area : Ventilation Required: 170 s.f. 170 s.f. x 144 s.i. / s.f. / 300 = 81.6 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. / I.f. - 25% reduction = 81.6 s.i. / 2 / s.i. per I.f. = 12 I.f. birdblocking. Ventilation = 42.39 s.i. is greater than 3.53 s.i. / I.f. 11.55 I. f. 42.39 s.i. 40.8 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 81.6 s.i. / 2 / s.i. of each vent = 2 -7"x7" roof jacks. Ventilation = 73.50 s.i. is greater than 36.75 s.i. each. 1.11 vents 73.50 s.i. 40.8 s.i. Req'd Use : (minimum) Use : (minimum) 12 I.f. birdblocking. Ventilation = 2 -7"x7" roof jacks. Ventilation = 42.39 s.i. 73.50 s.i. Total Min. Ventilation Provided = 115.89 s.i. IS GREATER THAN : 81.6 s.i. Req'd RECEIVED CITY OF TUKWILA JUN 1 2 2014 PERMIT CENTER URBAN DESIGN GROUP hereby reserves it's common law copyright and other property rights in theses plans, ideas and dealens. These ideas deslcens and plans are not to be reproduced, changed or copied in any form or manner whatsoever, nor are thy to be assigned to any third party, without first obta!nine the express written pop ermtssIon from URBAN DESIGN GiROUP. Written dTmenslons on these sha11 have precedence over scale dimensions. Contractors sha I1 verify and be responsible for all dlmessnsIons and conditions of the ,job and URBAN DESIGN GROUP must be notified In writtine of any variation from the dlmanslons, conditions and specifications construction shown by these drawings. All sha II be in accordance with the standard building coda. CSBCCo an state and local codes - COPYRIGHT C) 2010 URB?N DESIGN, INC. Qi Q.) (Qc)) Q� 0_ 0 11/ 0 N w m s a 0 re Z to N 0 Z w 819 RAINIER AVE. N. SUITE A200 RENTON, WA 98051 PH:C206) 838-8250 E: adminourbandesigns.us DRAWN BY: PM DATE ISSUED: 5/28/14 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Q FroJeat No.: 1411E SI--IE=T '7='F BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), AND BY REFENCE THE 2012 INTERNATION RESIDENTIAL CODE (IBC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (Ps) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WiND SPEED = 110 MPH 3-SEC PEAK GUST FOR RISK CATEGORY II, EXPOSURE "B" SOIL SITE CLASS "D" Ss = I.SI, Sds =1.0I CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R-3 DESIGN CRITERIA: GROUND SNOW LOAD WIND SPEED (mph) SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD UNDER LAYMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMIITE DECAY 30 110 DI / D2 MOD IS" SLIGHT- MOD SLIGHT 11 NO LOCAL ER JURISDICTION 50 50 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRiOR TO CONSTRUCTION. iT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK. DIMENSIONS TAKE PRECEDENT OYER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE 1-JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS RAI FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4"x3"x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/S" DIAMETER AT 6'-0" O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STEEL CONNECTORS CO MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R402.2 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (F'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED TO THE WEATHER. 2,500 psi BASEMENT 5LAB5 4 INTERIOR 5LAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. 2 500 psi BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER. 3,000 psi (6% air entrained +/- I%) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3,000 psi (6% air entrained +/- I%) CONCRETE MIXTURE SHALL CONTAIN AT LEAST OF 51/2 SACKS OF CEMENT PER CUBIC YARD CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL VERTICAL REINFORCING STEEL TO COMPLY WITH ASTM 4615 GRADE 40 (GRADE 60 AT WALLS RETAINING MORE THAN 4FT OF SOIL) CARP GENERAL ALL NAILING TO COMPLY KITH REQUIREMENTS OF IBC TABLE R602.3(I) ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. FASTENERS IN CONTACT WITH PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF NOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER IN ACCORDANCE WITH IBC R3I1.3 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. IS" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE OF TINE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NOS) Sd COMMON (0.131" DIA., 2-1/2" LENGTH), Sd BOX (0.113" DIA, 2-1/2" LONG), I0d COMMON (0.145" DIA., 3" LONG) I0d BOX (0.125" DIA., 3" LENGTH), I6d COMMON (0.162" DIA, 3-1/2" LONG), I6d SINKER (0.148 DIA, 3-1/4" LONG) 5d COOLER (0.086" DIA., I-5/8" LONG ), 6d COOLER (0.0,32" DIA., I-1/5" LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WiTH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE NEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED KITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES U.N.O.: JOISTS: WOOD TYPE: 2X4 to 2X8 2X10 OR LARGER HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi HF 02 - Fb=850 psi, Fv=150 psi, Fc=1300 psl, E=1300000ps1 BEAM DF-L *2 - Fb=900 psi, Fv=180 psi, Fc=13500 psi, E=1600000psi DF-L *2 - Fb=875 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X :aX OR LARGER STUDS 1-IF STUD - Fb=615 psi, Fv=150 psi, Fc=800 psi, E=1200000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X4 4 2X6 2X8 OR LARGER POSTS DF-L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L *I - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000p51 4X4 4>< roXo OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 1675 PSI, Fc = 650 PSi (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SH0P DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE KITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS "LSL" SHALL HAVE THE MiNIMUM PROPERTIES: Fb = 2,325 PSI, Fv = 310 PSi, Fc = 800 PSI (PERPENDICULAR), E = 1,550,000 PSI. BEAMS DESIGNATED AS "LVL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = PSI, Fv = 285 PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS "PSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fa = 150 P51 (PERPENDICULAR), E = 2,000,000 PSi. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE'HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON A 6" O.C. 6 PANEL EDGES AND 12" O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 19/32" T4G SHEATHING W/ 40/20 SPAN RATING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6" O.G. ' PANEL EDGES AND 12" O.G. IN FIELD. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. a PI-6 PI- 15 HDUS W/ SB5/8"x24 ANCHOR -3 6°6° SLDR J CLG. GUEST SUITE GL. DR 2° 1°51-PASS SG. R. COFFERED CLG. I DINING 1 to 1 I _I ds // // L / / PI-6 COAT it LN. OF FLRJ ABOVE OVE 1 FT CS16 STRAP W/ Sd COMMON NAILS ASV. 4 BLW WINDOW OPENING. INSTALL 2X4 FLAT BLKG. BETWEEN STUDS AS NEEDED. YE DBL DR A ONUS PI-6 PERFORATED 2-CAR GARAGE (/:-111\ STHD14 MAiN .LOOP 5 BAR lee O.H. GARAGE POOR WALL "NALL KEY PLAN PI-6 6°4° SLDR " 0 0 O EGRESS 1 3 2X6 WALL HALF WALL OPEN TO BELOW LN. OP FLAT CLG. LINE OF WALL BELOW- PI-6 LINE OF LOWER ROOF -6 EEDRM. 4/BONUS ice) VAULTED MSTR, SUITE EGRESS OLPFS LINE OF LOWE2 ROOF W.I.C. 2°2° PIG. ° I-6 -6 LINE OF WALL BL UPPER FLOOR SI-k - AR A ALL KE FLAN SCALE: I/S":1'-0" SHEAR - -NALL S SCI-PpUL= - WALL MARK SHEATHING THICKNESS SIDES SHEAR PANEL EDGE NAILING FIELD NAILING FRAMING g ABUTTING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SiZE POST AT ENDS OF SHEAR WALL/ HOLDOWN PI-6 1/16" ONE 8d 5 6" O.C. 12" O.C. 2X I6d NAILS g 8" O.C. 5/5" DIA. 6 12" O.C. 2X (2) 2X6 PI-4 1/16" ONE Sd 6 4" O.C. 12" O.G. 2X I6d NAILS g 8" O.G. 5/8" DIA. 6 54" O.C. 2X (2) 2X6 PI-3 1/16" ONE Sd 6 3" O.C. 12" O.C. 3X / 2-2X I6d NAiLS g 6" O.C. 5/8" DIA. s 42" O.G. 2X (2) 2X6 H4 1/16" ONE SEE DETAIL H4 ON SHEET SI FOR NAILING SPACING, STRAP 4 HOLDOWN TYPES I. FRAMING SHALL BE HEM -FIR *2 6 16" O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAVED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF 8d c 6" O.C. EDGE, 12" O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SiLL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.4.1, NOTE W. 5. ANCHOR BOLT SPACING 15 6'-0" O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12" AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE Y4"x3"x3" WASHERS AT ANCHOR BOLTS. PLATE WASHERS SHALL EXTEND TO WITHIN Y" OF THE SHEATHED EDGE OF THE SILL PLATE ON WALLS W/ EDGE NAILING AT 4" O.C. OR TIGHTER. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.O.) PER IBC TABLE 2306.3. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131" DIA., 2Y2" LONG), 8d BOX (0.113" DIA., 2Y2" LONG), I0d COMMON (0.I48" DIA., 3" LONG), 1061 BOX (0.125" DIA., 3" LONG), 16d COMMON (0.162" DiA., 3y" LONG), 16d SINKER (0.145" DIA., 3Y4" LONG), 5d COOLER (0.056" DIA., 1%" LONG), 6d COOLER (0.092" DIA., 1 Y8" LONG) 1. I Y4" No. 6 DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1 5. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'S W/ I0d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2-2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO FOUNDATION SILL PLATES OR TO WALLS WITH Sd EDGE NAILING AT 2" O.C. OR I0d EDGE NAILING AT 3" O.C. OR 2" O.C. OR WALLS SHEATHED ON BOTH SiDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY WITH CURRENT ICC EVALUATION REPORT OR SIMILAR MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE WITH PRIOR APPROVAL OF BUILDING OFFICIAL OR ENGINEER OF RECORD. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. II. SiMPSON MASAP MUDSILL ANCHORS, MAY BE SUBSTITUTED (1) FOR (I) AT 2X SILL PLATES FOR THE %" DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. PERFORATED 5-EAR WALLS: CONTINUE 5-EAR NALL SHEATHING ABOVE AND SELON ALL OPENINGS 15ETNEEN FULL HEIGHT HALL SEGMENTS NITI-I NAILING AS SONN IN 5-EAR NALL SCHEDULE SCALE: I/5":I'-0" (2) (6)- CU (I) (2) (3) TYPICAL ANC SCALE: /4"=I' 0 (U (1) (4) 1. SHEAR WALL PER PLAN W/ DEL STUDS Al HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN S. ANCHOR BOLT INSTALLED PER MANUF. SPECS. (SEE BELOW FOR SIZE PER HOLDOWN) MAINTAIN 5" CLEARANCE FROM FNDTN VENTS. 6. CONCRE1E STEM WALL PER PLAN 1. EXTEND ANCI-IOR BOLT W/ COUPLER NUT 4 ALL THREAD ROD ANCHOR SST5I6 (DIA. = 5/8') SSTB20 (DIA. = SST324 (DIA. = 5/8') S5T528 (DIA. = Y8') 55T1334, SST536 (DIA. = Ys") 513/x24, SBY5x24 SBIx30 =,OR 5OLT OLIDONN EMBED. 12%" 165/g" 20%" 24'48" 28Y8" 15" 24" (5) -44 AI (5) TYPICAL STRAP TiE (1) I. UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER (3) STRAP ON RIM 0 WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM 0 WALL TO BEAM 6. LOWER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM (4) OLDONN AALL TO WALL 4 .\ALL TO SEAM SCALE: /4"=1' 1- HEADER TO JACK STUD STRAP (10001" MIN.) SUCH AS LSTA21 OR MSTA30 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON - BLOCKING WITHIN MIDDLE 24" OF PORTAL HEIGHT W/ (1) ROW OF 3" O.C. NAILING REQ'D IN EACH PANEL EDGE TYPICAL PORTAL - FRAME CONSTRUCTION 1. I: • r ti RECEIVED CITY OF TUKWILA JUN 1 2 2014 PERMIT CENTER LFASTEN TOP PLATE TO HEADER W/ (2) ROWS OF I6d SINKER NAiLS A7 3" O.G. TYP. �MIN. 34" APA d RATED SHEATHING MIN. (2) "4 REBAR HORIZ. g 12" O.C. W/ (1) *4 REBAR IN UPPER 8" OF STEM WALL SECTION MIN. (2) *4 REBAR FOOTING VERTICALS NITHIN WIDTH OF PANEL 4 EXTENDING TO WITHIN 6" OF TOP OF STEMWALL (2) TYPICAL STROP TiE FOUNDATION 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. W/ I6d SINKER (0.148"x3Y4") OR 10d COMMON (0.145"x3") NAILS 3. RIM BOARD PER PLAN 4. CONCRETE STEM WALL PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 252014 City of Tukwila BUILDING DIVISION OLIDONN SCALE: 3/4"=1' EXTENT OF HEADER W/ DOUBLE PORTAL FRAMES (TWO BRACED WALL PANELS) EXTENT OF HEADER W/ SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2FT TO ISFT FINISHED WIDTH FOR SINGLE OR DOUBLE PORTAL rr :I HEADER PER PLAN (MIN. 3xl11/4" NET) FASTEN SHEATHING TO HEADER W/ S6 COMMON OR GALV. BOX NAILS IN 3" GRIP PATTERN AS SHOWN HEADER TO JACK STUD STRAP (10000 MIN.) SUCH AS LSTA21 OR - M5TA30 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING MIN. DOUBLE 2X4 FRAMING COVERED W/ MIN %a" THICK APA RATED SHEATHING W/ Sd COMMON OR GALV. BOX NAILS AT 3" O.G. IN ALL FRAMING (STUDS, BLOCKING, 4 SILLS) TYP. (2) STHDI4 FOUNDATION STRAPS INSTALLED PER MANUF. SPECS. MIN. (I) 5/e' J-BOLT (1" EMBED) W/Ya"X3"X3" PLATE WASHER AT MiN (2)2X4 SILL PLATE MIN. DOUBLE 2X4 POST (KING E JACK STUD) L5THDS FOUNDATION STRAP INSTALLED PER MANUF. SPECS. CONTINUOUS FOOTING UNDER OPENING W/ (2) 04 REBAR CONTINUOUS. LAP BARS 15" MIN. (TURNED DOWN SLAB MIN. 12"x12" PERMITTED) FRONT ELEVATION =R4MZ. CONSTRUCTiON REVISION DATE: [NIT: DATE: 5-21-2014 PROJECT 1*: 1214 \ \ r MIN. IS"x24" CRAWL SPACE ACCESS USE NERVASTRAL OR FLASHING FOR WATERPROOFING I 24 30'-0" II'-6" 1 18'-6" HDUS W/ SLAB ON GRADE 5135/s"x24 ANCHOR 49 4" CONC. SLAB ON 4" COMP. FILL TYP. SLOPE AWAY l 0 STHDIORJ I__.__.___i 1. __ __-__, II) 1 I - ' 11-6" CANT LEVER I L 1-_�.. \ _r... _ 1 14" X 1" SCREENED 9 �l - ---- m , co --- FOUNDATION VENTS N (8) I 0 p N REQUIRED \ \ M 01 x��l �I I a. DOUBLE JOIST -xI tr)�I UO III z 0z 24 I 0 1 c 111-4" \ o 11 J ° z 111-10" °u J 6'-10" [r U r I -I I II a �1 _Nm -x W I t 1 a �,' z_c, \ "'�1� x III 1 1 -'ice a 3 3 Ask9I'1 24 I I zo xIII ' DOUBLE JOIST -del I - 24 CR4 kL SPACE Ij1 - 18" MIN. W/ 6 MIL. VAPOR BARRIER TYP. 2 24 0 24 ��1 T `� n 2 X 10 FLR JSTS m 16 O.C. xl I I�I - -' xl a .'4 2 X 10 FLR JSTS 16 O.C. I 2 X 10 JSTS FLOOR 6 16" O.C. T L---I+I----136 I I I 24 SZ 1 DOUBLE JOIST n�1�s2 \ DOUBLE JOIST AT WALL ABV. -7.- 24 x1 III 24 1 - - -if- L o? `r x .i.I <l'I % d - ' ,, 1 Imo. \' DOUBLE JOIST / I I 1 I^ 111 IIi II I J / \ DOUBLE JOIST i" a � z-„ Ii v \ _I - 1 _ _ -- - -- -1�4 X 10 UPSET _ - _-_�-- it i_ _ 1 I 30�1 t II 1 i I 4'-10" _..i i 24 "n 6'-6" L.. i 24 4111 II = yI I I 1 !Iff' t i, r _ T \ I . \--STHD IORJJ I 101-6" 131-0" :=i_I / STHDIORJ i 50 SLAB ON GRADE I 1 I 40 L � 4" CONC. SLAB ON 4" COMP. FILL TYP. SLOPE TOWARD DOORS Zi53 1Z SLAB ON GRADE ADJUST STEM WALL HEIGHT AS 4" CONC. SLAB ON _ 4" COMP. FILL TYP. i L III 1CONSTRUCTION �, I SLOPE AWAY 1 S2 " NEEDED TO MEET PORTAL FRAME REQUIREMENTS OF DETAIL H4 ON SHEET SI N4 N4 54 51 51 E 52 1 L _ J I LINE OF THICKENED SLAB EDGE J 1'-10 1/2" STHD14 5THD14 16'-3" ROUGH OPENING 10' -0" / / 20' -0" 30' -0" FOOTING SCHEDULE NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. ®I8 P.T. POST ON 18" DIA. X 8" THICK CONC. FOOTING ®24 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY lv 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ 4- # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 PSF SOIL BEARING CAPACITY 1 14" X 1" FOUNDA (8) REQ 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 tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) SCREENED ION VENTS IRED �r- N 1'-10 1/2" IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(j) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 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 am' sit-r_... by the Geotech engineer. Geotech report shall -nrify 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. FOUNDATION / F4MIN PLAN ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN SCALE • PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL - PROVIDE SUPPLEMENTAL BLOCKING IN FLOOR CAVITY BELOW SUPPORT POSTS FOR GIRDERS AND BEAMS - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. lt_011 (2) z E z 16"e2STORY 24" a 3 STORY (9) (4) SO 0" :OUND4TION STEM SCALE: /4 :I (3) (8) (I) (2) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ 8d NAILS e 6" O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST PER PLAN SECURED TO SILL. PLATE W/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6. 'F4 REBAR HORIZ. 6 12" O.C. W/ (I) °4 REBAR IN UPPER 12" OF STEM WALL 1. %" DIA. ANCHOR BOLT e 12" O.C. UN.O. IN 5HEAR WALL SCHEDULE W/ 111 MIN. EMBEDMENT a *4 VERTICALS e 48" O.C. W/ STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 9. (2) *4 REBAR CONTINUOUS IN FOOTING BALL (4) (5) (6) (1) I. JOIST BLOCKING REQUIRED AT BEARING OR SHEAR WALLS ABOVE OR WHEN JOISTS ARE NOT CONTINUOUS AT BEAM 2. SECURE BLOCKING TO BEAM W/ 8dNAILS 66"O.C. 3. JOIST PER PLAN 4. BEAM PER PLAN 5. 2X OR SHEATHING CLEATS BOTH SIDES TO SECURE BEAM TO POST (3) 10d NAILS INTO EACH MEMBER AT EACH CLEAT 6, 4X OR 6X TREATED POST (4X6 MIN AT BEAM SPLICE) 1. SIMPSON 434 FRAMING ANCHOR W/ CONCRETE NAILS 8, ISOLATED OR CONTINUOUS SPREAD FOOTING PER PLAN „� I\T31 iQ FOOTING e I5E,4M LINE SCALE../4 -I CAS (1) (2) (3) (5) (1) (4) (6) tY PER PLAN I. WOOD POST W/ ARCHITECTURAL COVER PER PLAN 2. SIMPSON AB POST BASE w/ Y2"x3" WEDGE ALL OR TITEN HD ANCHOR UN.O. ON PLAN 3. FINISHED GRADE OR SLAB A5 OCCURS 4. OPTIONAL 12" DIA OR SQUARE CONCRETE PEDESTAL 5. (4) Ito VERTICALS W/ STANDARD HOOK AT CONCRETE PEDESTAL 6. «3 TIES AT 12" O.C. 1. ISOLATED OR CONTINUOUS FOOTING PER PLAN 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I -JOIST PER PLAN SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ 8d NAIL TO TOP AND BOTTOM CHORD OF I -JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS e 6" O.C. 5. SHEATHING PANEL EDGE W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. SIMPSON LTP4 48" O.C. 1. EXTEND STHD STYLE ANCHOR STRAPS WITH OVERLAPPED CMSTCI6 COILED STRAP TO GET FULL NAILING AT WALL FRAMING ABOVE (BOLT STYLE HOLDOWNS TO BE EXTENDED TO WALL ABOVE W/ COUPLER NUT AND ALL TREAD ROD) 8, 2x6 CRIPPLE WALL W/ STUDS 16" O.C. SHEATHED 4 NAILED 14/ 8d NAILS 0 4" O.C. EDGE 4 12" O.C. FIELD \\ /\/\/\/\// \\\\\/� 9• HOLDOWN PER PLAN 10. STEM WALL 4 FOOTING PER PLAN CRI PPL SCALE: /4":I' 'NALL =01R SLOPED LOTS (2) z .� (I) (3) (5) all \//, //, 811 ,�� X 16" 6 2 STORY 24" 6 3 STORY :=OUND,4T I ON ST (4) (9) -M x E I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ 8d NAILS m 6" O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST BLOCKING AT FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO SILL PLATE 14/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6. *4 REBAR HORIZ. 6 12" O.C. W/ (I) *4 REBAR IN UPPER 12" OF STEM WALL 1. 5/a" DIA. ANCHOR BOLT 6 12" O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1" MIN. EMBEDMENT 8. *4 VERTICALS 48" O.C. W/ STANDARD NOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 9. (2) "4 REBAR CONTINUOUS IN FOOTING ALL SCALE: /4":I' z \>\` \//%1� z 0 Ott 53 SCALE: 34":I' (I) (3) (4) (6) (6) 4'-0" MAX (4) W\\ j%\�J�� co (1) / 16" 2 STORY 24" e 3 STORY (8) 5/s" DIA. ANCHOR BOLT e 12" O.C. UN.O. IN SPEAR WALL SCHEDULE W/ 1" MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 3. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4" CONCRETE SLAB OVER 4" COMPACT FILL 5. FINISH GRADE OR SLAB A5 OCCURS 6. 1. 8. 9. "4 HORIZ. REBAR 0 12" O.C. W/ (1) %4 REBAR IN UPPER 12" OF STEM WALL *4 VERTICALS a 18" O.C. Wl STANDARD 1400K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED (2) %4 REBAR CONTINUOUS IN FOOTING INSTALL DAMPPROOFING OR WATERPROOFING PER IRC R406 WHERE INTERIOR SLAB IS BELOW EXTERIOR GRADE ON G R4IDE (2) (5) @5� CANTILEVER AT ST,EM } SCALE. /4 -I t- w 0 E w N REVIEWED FOR BODE COMPLIANCE APPROVED AUG 25 2014 City of Tukwila BUILDING DIVISION (4) 2 STEP I k 1. BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. JOIST PER PLAN SECURED TO SILL PLATE W/ (2) 8d NAILS 3. SOLID CONTINUOUS RIM BOARD W/ (2) 8d NAILS TO EACH JOIST 4. JOIST BLOCKING SECURED TO SILL PLATE W/ 8d NAILS AT 6" O.G. 5. STEM WALL PER PLAN 6. SOFFIT, VENT, 4 INSULATE CANTILEVERED AREA ALL (2) RECEIVED CITY -OF TUKWILA JUN 1 2 201/i PERMIT CENTER 1. FOOTING PER PLAN 2. PROVIDE 04 BAR(S) WITHIN UPPER 12" PER STEM WALL DETAIL 3. VERTICAL REBAR SPACED PER STEM WALL DETAIL 4. 04 REBAR SPLICE BAR 24" TYP. 24" TYP. x 2 \r STEP I (3) (I) - I I STEP ELEVATION 2 3" TYP. U Go O E3 LAE c L IUJ 43) Lf) C'7 REVISION DATE: Ph: 253-858-3248 Email: myengineer@centurytel.net INIT: PROJECT It: DATE: 5-21-2014 PROJECT II: 1214 STEM WALL AT SL45 SIMPSON 1-1UC48 T FRAMING IN WALL 61 53 IMP IMO S7S16"O.0 it a 1 im r,FL, / / O O .\ c" SIMPSON 14S24 BEAM TO TOP 0 1 PLATE EA. END 3 O / / m E i! ii cy !il X ! / \ X it 53 I I II L_1 60 53 iI • • • • • • L 1- cf) m 1 DOUBLE JOIST SIMPSON ACE6 (PAIRED) POST TO BEAM 4 BEAM -0 TO BEAM (6X6 POST) _ N i� �f0 Ike Li LQ 53 i 00 1, _1 N LL FX 4 X16 POST n II n DOUBLE JOIST AT (WALL ABV. /.c� DBL JST OPEN TO BELOW 6 X 8 BTM FLUSH AT ENTRY PLT. HIP TRUSS T 1 ® 8:12 HIP GIRDER 4 X 6 J • • / I / • • • 5Yz"x16Y"GLBLOW IMO X12FLRJSTS616"O.C. 1 -I 4 X 8 SIMPSON HUC48 TO FRAMING IN WALL -11 1 m 92" x GLB LOW 01.11 MEI 6X12 a_ MIND 8:12 1C=.-- 1'-6" D.H. TYPICAL UPPER FLOOR FR4M1N PLAN .- SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS ALL DOOR/WINDOW HEADERS TO BE 4X8 DF #2 AT BEARING WALLS , U.N.O., 6'-0" MAX. SPAN EXTERIOR WALLS TO BE 2X6 AT 16" 0.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" 0.C. (2X6 @ PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.0.) IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE I/i I I_ 1 I_/ I I I. 2x STUD WALL W/ SASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. JOIST PER PLAN SECURED TO TOP PLATE W/ (2) Sd NAILS 4. SOUP CONTINUOUS RIM BOARD W/ (2) 8d NAIL TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS 5) 6" O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE W/ SIMPSON LTP4 9 48" O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED FLOOR JOIST SEARING AT STUD !MALL SCALE: %4":I' (2) (5) (I) (4) (3) 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ SIMPSON LUS210 OR USP JL210 HANGER 4. BEAM PER PLAN 5, WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING (6) PER SHEAR WALL SCHEDULE =LOOK JOIST AT SEAM SCALE: /4":I' (2) \ JOIST GANTI% SCALE: /4":I' (I) EV (4) (I) 6. JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) Sd NAILS 1. BASE PLATE NAILING AND EDGE NAILING PER 51-1EAR WALL SCHEDULE 2. JOIST PER PLAN SECURED TO SILL PLATE W/ (2) Sd TOE NAILS 3. SOLID CONTINUOUS RIM BOARD W/ (2) Sd NAILS TO EACH JOIST 4. JOIST BLOCKING SECURED TO (3) TOP PLATE W/ Sd TOE NAILS AT 6" O.C. (5) (2) 5. 2x STUD WALL OR BEAM PER PLAN 1. BEAM PER PLAN 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON TOP FACE 3. KING STUD W/ (6)-16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. 2X HF"2 STUDS W/ PLYWOOD OR OSB FILLER AS NEEDED S. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 51 12" O.C. (STAGGERED) (I) 6x BEAM 4x BEAM CQUILT UP POST AT B_,4M SCALE. /4 -1 (2) (3) 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. JOIST BLOCKING Q FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ (2) 8d NAILS TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH Sd NAILS gal 6" O.G. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE W/ SIMPSON LTP4 6 48" O.G. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED FLOOR JOIST PARALLEL TO STUD !MALL SCALE. /4 -I (1) (2) (I) (3) YiniZZ 7/Z/Z,ZZZZA (3) FLOOR JOIST AT 15P,4 SCALE: %4":I' JOIST PARALLEL TO 5 1. FLOOR JOIST (ONE OR BOTH SIDES OF BEAM) PER PLAN W/ SIMPSON LU5210 OR USP 4210 HANGER 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN I. 2x SHEAR WALL ABOVE (A5 OCCURS) PER SHEAR WALL SCHEDULE. 2. JOIST PER PLAN SECURED TO TOP PLATE W/ SIMPSON 435 AT 12" O.C. 3. 2x SHEAR WALL PER SHEAR WALL SCHEDULE REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 G 2014 City of Tukwila BUILDING DIVISION Hk(:tlVk CITY OF TUKWILA JUN 1 2 2014 PERMIT CENTER EAR N4LL SCALE: /4":I' (1) (3) I. BEAM PER PLAN 2. WOOD POST OR COLUMN PER PLAN 3. SIMPSON AGE OR ACE POST CAPS (PAIRED) 4. BEAM SPLICE AS OCCURS 5. MITER CUT BEAMS AT CORNER CONDITION PLAN VIEW AT CORNER REVISION DATE: !NIT: PROJECT ": DATE: 5-21-2014 PROJECT 1*: 1214 D.S. l�l 11 4 X 6 10 . 54 LN. OF ROOF BELOW D.S. Q 1 I 4 X 6 �� - _ - HIP GIRDER 8:12 HIP TRUSS HIP TRUSS �J i to a C ; - - OVER FRAMING HIP GIRDER 13 54 o. - @ W cn ®8:12 I, N 8:121:,>3.- III 11 a_ = El 1 54 AAIL 1I I t_ 11 54 54 ICI \LJ 11 J' ,; 1 1 1; 1 A, II I 7 v t 1 OVER FRAMING -1 1 1 HIP GIRDER ' ,' CATHEDRAL TRUSS MIN. 22"x30" CATHEDRAL TRUSS ATTIC ACCESS - G:: ;.:zz / , %/% 22 % CATHEDRAL TRUSS et N (Y % CATHEDRAL GIRDER _ _ 10 SCISSOR HIP 8:12 8:12 54 �2 i �� • SCISSOR HIP. L LINE OF WALL BELOW / NS4 INT. VAULT LINE 1'-6" MI TTPIG SCISSOR NIP GIRDER I II ii L_ - - 10 LINE OF LOWER ROOF cri 4 - -;:;:;:; - - [e --_4X6I- I_ 10 LINE OF WALL BELOW LINE OF LOWER ROOF ROOF FRAMING PLAN ❑,H, AL PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ALL BEAMS AND HEADERS TO BE 4X8 DF #2 AT BEARING WALLS, U.N.O., 6'-0" MAX. SPAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) PROVIDE SUPPLEMENTAL BLOCKING IN FLOOR CAVITY BELOW SUPPORT POSTS FOR GIRDERS AND BEAMS AND PROVIDE MATCHING POSTS IN WALL BELOW 5C4L.E . 1/4 II _ 11 _0II 10� ROOF TRUSS AT BP4RFNC SCALE. /4 -I (I) TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) 8d NAILS (OPT. I) OR ATTACHED W/ (I) SIMPSON RBG PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON 142.5 g EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETED IF SIMPSON HI IS SUBSTITUTED FOR H2.5 9 EACH TRUSS (OPT. 2) 1. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 a 24" O.C. ATTACHED W/ (2) 10d NAILS PER TRUSS 4, ROOF TRUSS PER PLAN S. SIMPSON HUS26 OR LISP THD26 FACE MOUNT HANGER UN.O. PER TRUSS MANUF. 12 G REDER TRUSS AT OVERFRAMING SCALE. /4 -I ROO TRUSS TO RIM I. 2x STUD WALL W/ SHEATHING 4 NAILING PER SHEAR WALL SCHEDULE 2. JOIST PER PLAN SECURED TO PLATE W/ (2) 8d NAILS. 3. 2X RIM BOARD MINIMUM W/ INVERTED LUS HANGER TO JOIST 4. JACK/MONO TRUSS PER PLAN W/ LUS HANGER TO RIM 5. JOIST BLOCKING TOE NAILED TO TOP PLATE W/ 8d NAILS AT 6" O.C. 6. 2x STUD WALL OR BEAM BELOW PER PLAN 1. ROOF DIAPHRAGM EDGE NAILING PER PLAN 8. 2X BLOCKING BETWEEN TRUSSES ATTACHED TO WALL W/ 10d NAILS STAGGERED AT 6" O.G. 9. 2X BLOCKING BETWEEN STUDS W/ (2) I0d COM. TOE NAILS PER STUD SCALE: %4":I' (I) (3) (4) (5) CIOROOF 5 SCALE. /4 -I (5) (5) (1) EAR TR4N5F VALLEY =R,4MFNG SCALE: /4":I' (5) (2) (6) (I) 9'-6" MAX TRUSS SPAN 1. ROOF SHEATHING PER PLAN 2. EDGE NAILING WHERE APPLIES 3. ROOF TRUSSES PER PLAN 4. 2x6 FLAT BLOCKING g 12" O.C. 5. SIMPSON 435 AT EACH BLOCK 6. SIMPSON A35 6 12" O.G. 1, INTERIOR SHEAR WALL PER PLAN (6) R a (NT. NALL I. CONVENTIONAL 2x OVER FRAMING 6 24" O.G. W/ (4) I6d TOE NAILS TO VALLEY PLATE (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) 2. EDGE NAILING 3. 2x VALLEY BOARD TO MATCH RAFTER W/ (2) I6d NAILS PER TRUSS 4. ROOF TRUSS TOP CHORD OR RAFTER PER PLAN 5. CONTINUOUS SHEATHING BENEATH OVERFRAMING OR 2x4 BRACING 6 24" O.G. W/ 2-I6d NAILS PER TRUSS. FOR RAFTER SPANS BELOW USE THE FOLLOWING SIZES: 0'-0" TO 6'-1" 2x4 6'-8" TO 9'-1" 2x6 9'-8" TO 12'-2" 2x8 121-3" TO 14'-10" 2x10 14'-11" TO 11'-3" 2x12 (ASSUMES RAFTERS a 24" O.C. LL=3OPSF 4 DL=10PSF PER TABLE R802.5.1(3) FOR HF *2) MONO TRUSS TO /N4LL I. TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2) I6d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ (2)Y4"x4" LAG SCREWS PER STUD 5. 2x STUD WALL PER PLAN (STUDS 9 16" O.C.) 6. SIMPSON 435 FRAMING ANGLE AT EACH TRUSS SCALE: %4":I' REVIEWED FOR COPE COMPLIANCE APPROVED AUG 2 5 2014 City of Tukwila BUILDING DIVISION own, V6P RECEIVED CITY OF TUKWILA JUN 1 2 2014 PERM! ENTER CO MCI MIMMI al MN 111 (1) Wz co 2 LU o (Cs o M M CY) 00 CO • (I Q M to CO) o CO CO a. _ Email: myengineer@centurytel.net REVISION DATE: DATE: PROJECT k: DATE: 5-21-2014 NIT: MM PROJECT ": 1214