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Permit D16-0014 - DRAKE RESIDENCE - NEW SINGLE FAMILY RESIDENCE
DRAKE RESIDENCE 5144 S 172LN D16-0014 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.gov 8125200236 5144 S 172ND LN DRAKE RESIDENCE COMBOSFR PERMIT Permit Number: D16-0014 Issue Date: 2/18/2016 Permit Expires On: 8/16/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: SSM HOLDINGS LLC 5140 S 172ND LANE , SEATAC, WA, 98188 HARRY SINGH Phone: (206) 261-7657 13409 SE 237 PL , KENT, WA, 98042 AFFIDAVIT - HARDEEP SINGH Phone: License No: Expiration Date: Lender: Name: SYLVIA DRAKE Address: 5140 S 172 LN , TUKWILA, WA, 98188 DESCRIPTION OF WORK: CONSTRUCT A NEW 3350 SQ FT SINGLE FAMILY RESIDENCE WITH A 598 SQ FT ATTACHED GARAGE AND A 128 SQ FT COVERED PORCH Project Valuation: $448,868.68 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Fees Collected: $11,805.86 Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: HIGHLINE 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: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 40 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: 0,31„ Date: 2— j ell f 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 agree to the conditions attached to this permit. Signature: Print Name: Date: / 411/7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: 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. 23: 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. 24: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: 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. 40: 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. 41: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 42: Any material spilled onto any street shall be cleaned up immediately. 43: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 44: 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. 45: The Land Altering Permit Fee is based upon an estimated 40 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. 46: 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. 47: 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. 48: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 49: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 50: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 51: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on-site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 52: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 53: 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). 55: 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) 56: 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) 57: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 58: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 54: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 59: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 60: Not all relevant plan sheets were corrected to show the removal of 126 sq. ft. of upper deck in order to comply with TMC 18.10.057, maximum building footprint permitted for the property based on the size of the parcel - only sheet A4 was corrected by the applicant. The corrections have been made to the remaining sheets by Planning. The maximum building footprint for this site is 2,275 sq. ft. 61: The minimum roof pitch is 5:12 - sheets A10 and All show a roof pitch of 4:12, which conflicts with the roof pitch shown on sheet Al2. The roof pitch must be a minimum of 5;12. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0705 REFRIGERATION EQUIP 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI -SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TWO A Community Developn..at Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination l crmit No. b l 10` 00 I -I Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION �JJ King Co Assessor's Tax No.: �/ z 52-- z 3 6 Site Address: 52 % Y --o /72 LA ?/(/ WiL/9 «/ 4 q �l PROPERTY OWNER Name: �% ki4 / �' / /✓L��/l; n� m �I Address: 6-790v 02_ .A..) City: ii- ! ,/ 1 „ State: a) 34_/ Zip: q627 �� CONTACT PERSON — person receiving all project communication Name: /A 12 /, �of n Address: /3/(i. n`/.." -- 7i2___ City: City: !eL- 2,tt,t 40695 Phone: ,061,6 _Z i,�s ax: /f Email: k 2457 SiQ/5.,,P r/ws ,t/1 GENERAL CONTRACTOR INFORMATION Company Name: Company Name: /I� /; /r -t ' Address: r City: State: Zip: Phone: ax: Email: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Name: Company Name: /I� /; /r -t � , 4/7, Architect Name: e Address: /t%w `>vr f, City: State: GI/tA Zip: lig eivi !! Phone:// 2r- lig_ c / . ' Eta,!,, "GO `��7 U� Email: M 41-6'( L E-4.3 C ii-iJE iN Email: ENGINEER OF RECORD Name: Company Name:M / fr�E LL EN 61lAJECAAJ /0 Engineer Name: J1i�, v Mil<cm6�C.L i 1 Address: 1 g2-1—, ( gam n ` N City: R.FStat : Phone: Faxy 4,2A_ .7 s b aj Email: M 41-6'( L E-4.3 C ii-iJE iN lA/J LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: (� City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 Z PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): kfiet-(-tc DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lst floor ,` L (� Pit - — I z— 1 2'd 2"d floor 1.88 FT - Garage Q'r carport ■ RV Et - Deck — covered ■ uncovered ■ g) Feicce AA ts-JA FT -- Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: (� Value of mechanical work $ 5 '&4rnace <100k btu 1. thermostat emergency generator fuel type: ❑ electric magas ?i appliance vent _ 7,, ventilation fan connected to single duct wood/gas stove ( water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 i.docx Revised: August 2011 bit 1 clothes washer Lf shower water closet -s gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT IN.FORN. ..ON — Scope of work (please provide detailed information): 6' / 1\J --`---AI I(\/ CI $ 6.) (22.)-11z4 e 8'v\ Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate 1Iighline Valley View 0...Renton ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑... Curb Cut ❑ .. Utility Undergrounding ❑... Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0...Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Mailing Address: Day Telephone: 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 — .'LICABLE TO ALL PERMITS IN THIS LICATION — 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 OWN ,:' OR • UT Signature: Print Name: Mailing Address: OR ZED AG NT: g 11J 60-k Zed/2-0(1Z L H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 t.docx Revised: August 2011 bit Day Telephone: .1-4s.JAP 1 IAA t.0-11 l . i cl- Date: i I City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees —� PROJECT NAME tg L7r7 frOd3Z3VZIPERMIT # [ (0-00 I ( .514 4- S. ►7z "d If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) 2_7606, / %a C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $ 5-7= Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE .' Up to 50 CY " Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for ls' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for l s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1s1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION o (1+4+5) $ 0-7 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 12/17/14 p I(0,- QO1LI RECEIVED CITY OF TUKWILA JAN 1 , 2016 PERMIT CENTER • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 5 7. Pavement Mitigation Fee 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. $ 2 QUANTITY IN CUBIC YARDS RATE 50 or less v $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 12/17/14 (6) (7) (8) $ qf- o (9) 4 - BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ g Total A through I $ 0 /3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /0q ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION 1 -BE 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) nstallation Cascade Water Alliance RCFC 01.01.2015 -12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.5 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 ', • : 140 $50,865 3 $4425 $96,00\ $100,505 4 $7825 $150,125 \ $157,950 6 $12525 $300,250 ' $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID $8,656.14 D16-0014 Address: 5144 S 172ND LN Apn: 8125200236 $8,656.14 DEVELOPMENT $4,465.60 PERMIT FEE R000.322.100.00.00 0.00 $4,461.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR I R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,152.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $57.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $57.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $249.16 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R7726 R000.322.900.04.00 0.00 $249.16 $8,656.14 Date Paid: Thursday, February 18, 2016 Paid By: HARDEEP SINGH Pay Method: CREDIT CARD 010012 Printed: Thursday, February 18, 2016 3:34 PM 1 of 1 CRSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,149.72 D16-0014 Address: 5144 S 172ND IN Apn: 8125200236 $3,149.72 DEVELOPMENT $2,899.72 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,899.72 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R7350 R000.322.100.00.00 0.00 $250.00 $3,149.72 Date Paid: Thursday, January 14, 2016 Paid By: HARDEEP SINGH Pay Method: CREDIT CARD 011347 Printed: Thursday, January 14, 2016 3:44 PM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSP ON 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 Pro ect: b2A Oat T e of Inspection: t)1Lbw&- grArpt/- Address: Vigt S i72,4b /J Date Called: Specialinstructions: Date Wanted ri.m-: Requester Phone No: EApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: V07 insece must REINSPECTION FEE REQUIRED. Prior to nextp be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD WWRetain a copy with permit IN '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 P oject: i ICS R �s�be�re Tyr of Inspection: 6.tlLa/A - /{L 1 SG14L r rrinO l iAfer s 'Gi h Address: 94M S 172i LA Date Called: 4 ?m6 A%4L A 'l L Special Instructions: /" Lam' / i 5 (/ ,- / ) elcy IIf& J -V , C/ 6s Date Wante 2 J%' 7 92i p.m. Requeste . Phone No: �7 2_06^/W 6- 26l- s7 0Approved per applicable codes. INICorrections required prior to approval. COMMENTS: 1 SG14L r rrinO l iAfer s 'Gi h Stag P6 C- /Ai 6c 6A-PAa6--- eijA avve ALL, pc,s6 �- A,b / 4 ?m6 A%4L A 'l L payY f/t / / i&f / / AL AP/ tfA 4� /" Lam' / i 5 (/ ,- / ) elcy IIf& J -V , C/ 6s /4"r - ZAi f n b6 -Of Inspector4 i Date: z z.l /7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 6 -oo/' 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: bet "sib r !e T of Inspection: 1`Lciyu& ,� rAfi L. Address: 5—/O9 S 02 t' Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: MApproved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspectioIS. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)/6- 00/11 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 �roject: ` 1Z446 esiDeA3Ce Type of Inspection: 6A -s PIP/A16- K,VA.- Address: 571/4 S 17Z A-1 L Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: ixApproved per applicable codes. O Corrections required prior to approval. COMMENTS: Date: / 'tC) I/7 ins ction fee must /01.04, REINSPECTION FEE REQUIRED. Prior to nextp be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSN 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 ►b/6 -001i1 P oect: 6j(4gOesitcuce Type of Inspection: /y%% AC4L .4L Address: SYN S P7 2'`'i' i Date Called: Special Instructions: • Date Wante :W /7 r�a.m. Request r: Phone No: ?'h -I - - 7607 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next insp€ction. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1W -eel INS ION NO. PERM NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ritN Project: Sly - Type of Inspection: Type .✓Am- Address: c/yLj i 7? Pts Date Called: Special In tructions: Date Wane :/(� / a.m. p.m. Requ ter: Phone No: EAppr.oved per applicable codes. Ll Corrections required prior to approval. COMMENTS: Inspector: / 4zA Date: 7p/ /G 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 12x6 -00 I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: PW JusF-r Type Inspection: Address: 5 fLif , (7V LzEtte Date Called: Special Instructions:�y I ,//� l Date Wanted: 4-3 - a.m. P.m. Req ster: vie- Pho a N%` (-76,57 Approved per applicable codes. El Corrections required prior to approval. :OMMENTs: Inspector: Date: 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)(6 -cot cf Project: )(6-cou— Project: e A 6'4 rrl- Type of 4rlsplctio�y,. J 11 /^r'nYc 1 r Cti Addres : St it"' l7zc.I� Date Called: Special Instructions: 40 Date W Hied: a.m. Reque�terCCCiii r -/y Phone No: 25* 2.6 (' 76-5-7 Approved per applicable codes. Corrections required prior to approval. OMMENTS: Date: 2.4 / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: INSPECTION RECORD Retain a copy with permit Df6---o8('`ii PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prgjec Type f Inspection: a ce-t-{ Pti Address Date Called: Special Instructions: �� Date W nted:a.m. e --(4 P.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: er-&- Date:y 6 0 1r6 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 Pg-co(y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 P ect: litre - Alf FI Type f Inspection: b / -T-14 acr e ry Address:5i y ty 56 c ( 72_ Date CaII Special Instructions: /� 1,44 Date Wanted: 6 - b' / pp t6 a.m. P.m. Req ester: P ne No: 61:24 ?-- i 765- 7 Approved per applicable codes. Corrections required prior to approval. MMENTS: Inspector: Date: Y5 /6 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tec INSPECTION RECORD Retain a copy with permit INSPEC : NO. b(6- oef 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: DNN(� Typof Inspektions 0�K ��t 5-(lcI fa, (72 - -ate ate Call Special Instructions:11-M^�� Date W,anted,. -'t 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 Retain a copy with permit 1X6 -oak,/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prpiect: il TypgaoffInsp ctioLL �l�u� -` Address: sr S6t (7 Z-1"4 krA Date Call Special nstructions: Date p(eJte : an v. a.m. p.m. Rter: Phone No:% 2.06- [`7 Approved per applicable codes. Corrections required prior to approval. OM MENTS: Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit t7(--s°(`f PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ojreeccty: f P ICe - `tel INCS it Al `' ( t/) 0-1-- Q r , rraf1/ f 6 C tdef o �f Type f Inspe/,ion: I L J e1 Address a Ca - &1 I 1,44-I c 't (V spa_afro ( g' Date Called/ 0f Special Instructions: AA Date Wanted r ,6 3 ✓l a.m. p.m - Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: `tel INCS it Al `' ( t/) 0-1-- Q r , rraf1/ f 6 C tdef o �f .�_.k�� t t j / y D r9 rt_e- 4' scc EC6re r(cLc-e e eto F kA:e-c c ®((a lis "/xcve,i &1 I 1,44-I c 't (V spa_afro ( g' re_rD�- 6 Ve 0f C . Gr tr-fl Q1) Inspector: Date` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tKi INSPECTION RECORD Retain a copy with permit b(6 cf INSPEC `T" 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670( Permit Inspection Request Line (206) 438-93506 �— C Pro c r ' J�F fl '�!�� /tf Typg�p�f Inspgcti ��cteo- k A ress: i If I 7a tette, Date Call - r tfit f ‘i Special nstructions: 11$ Date Wan ed _ r a.m. p.m. J O k "-,/41 Requester: k.o 1 ®c P ✓t`�e Phone No: 4---/-4- r-t-I, iA Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ga 5 �� t /1 , pr'c5 V (cLe 91) it IP - r tfit f ‘i o L J O k "-,/41 (C.(.. i-th0 C k.o 1 ®c P ✓t`�e uoD 4---/-4- r-t-I, iA S git"c s7L-t c c C( 1 ( f f� Wv /( k$pec-I l 0/l Inspector: Date V3 _(6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ram INSPECTION RECORD Retain a copy with permit P(6 -60(y SPECTION 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 P V C F'C.- TY"" q (( i Address: — Ll q 5 (72"cif I Ct_d. Date Called: Special Instructions: 1"i 4 Date ant'eld: / a.m. Reqt�Lf er: `r Phone No:, ii 7-06 Z -b( 76f7 NMMENTS: Approved per applicable codes. LJ Corrections required prior to approval. Inspector: 1/ _ Date: REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PECTION 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 Pr1) C t: k /v S applicable codes. 0 Corrections required prior to approval. Type 1insp�ctioT rte, COMMENTS: Addres �"j1 50 - VA k1 I (4(/0.50. Date Called: Special Instructions:A� f / 00 Date Wanted: 14+1 co a.m. p.m. Reguester: Phone No: 1°6 *i , (-165' 7 Date ` Lib �q( Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: Date ` Lib �q( E IRED. �to"h nsp ct on. fee must be �t l:.__OGac RE INSPECTI•',F� Cf '� i% -MI Ave, SD . Ivi 'ra IS"6,k_e 2 q23 -3q'9'7 INSPECTION RECORD Retain a copy with permit D�6 »-ao f -( 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: c f h ,i f F� /�- Type of Ins ction• U.Ci. i'n Addr s: L((7 Leat-e- Date Called: Special Instructions:4/4Date Wanted ^� a.m. p.m. Reque ler:�� Phone No: Approved per applicable codes. Corrections required prior to approval. MMENTS: Inspector: G� /�- Date:. �G f G u - REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD I(:TION NO 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 Pro' cit: , L, _ f— Type • f n pectin : Address: 'Date Called: Special Inst uctions: 4 Dat Wanted: 3-7 - I a.m. p.m. Requ ter: VI—/----- Phone No: Approved per applicable codes. Corrections required prior to approval. F. MENTS: Inspector: Date: 3 -7-1 c REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PECTION NO. INSPECTION RECORD Retain a copy with permit 146- 66 ( ci PERMIT N4. CITY OF TUKINIL.A BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr31(ct' t� I/,15.. "c(Aear?: t' '.0 a Gs. Addres:`, /y 5Iid14CUI(72"I (-eke, Date Called: Special Instructions: qr l 0 4/0 f l I Date anted: a.m. p.m. 3-7-16 Req ster: Phone No: 0 -- i — 7657 CApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,....__T_ - ( a d} eCXA Olga vor MOWN F. .PPMFtt' hi tiv.t)c to Q I( ) cv- 4 gc.�e--Sr ( 8 r 2-` f �( Ca (I' '-- r_-- i tetsped r Inspector: II Dater ` 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 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project:,/� ekt- Ai />r r ` Type of Inspecti n: Je k G� Called: ,. icit-t VI r / A7 ssx/ CII -1 '1/, , /7 kete Special Instructions: »- 3 O (i1 Date Wanted: 2., '--I a.m. p.m. Regyester: �/ Phone No: Approved per applicable codes. El Corrections required prior to approval. OM M ENTS: Inspector: y Date' 2 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 TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p f -op/l/ Prole t: rVr .fI ' I2 4/5'F Type of Inspe ion: Oa Address: 44 S-7 1111Jot r7Z fite, Date Called: Special Instructions: Date Wanted: `--� a.m. p.m. Requ Y y Phone o: Approved per applicable codes. E Corrections required prior to approval. OMMENTS: F1 o� Inspector: Date.:-, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 16 0011 I INSPECTION 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 Pro ne: / /V ^, �r jz Type of Ins ecuon: f_ Date Called: /Addr/ ` ` A 17 2- / p� ('� Special Instructions: Date Wanted: Z— .)-- —� a.m. p.m. Requester: Phone No: ❑Approved per applicable codes. 0 Corrections required prior to approval. red COMMENTS: Inspector: (10 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project RIZ c--, Type of Inspection: V-1 t.) N Address:_ Suite#: 51k-5\ \12-- LQ Contact Person: Special Instructions: Occupancy Type: Phone No.: )(Approved per applicable codes. Corrections required prior to approval. COMMENTS: % Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I Inspector: /5 t ,%'1 53 Date: Y/7// 7 Hrs.: /. 6 r $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 2 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit I) / (0 - Cf) I', - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ( �ira !/ P><etic. Type of Inspection: f n I f— TCS Sr fly;040 Address:�� Suite #: `� % S 7 e L Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: hit -A -o 'vG ke� 7rST"' 7D S � i& 0 06 /z. G, t gr so st?.1C-/t I 71h 6,�,z. 1C�� / A‘. Hci 1) (1O -r-re5 - - P e- 1/ os? ri r2 2 f --(X S Occupancy Type: - Ath C1 / S66 v;2-� VkL L/6` 4v/ `Z (p Tl6.-- HND fh ) -1)GS T ,ro v SE A-i9l2ic3S /2-i L 7V /fes FiNiJ---6,___ ( , ./j , (/%LG : 7 JO?. 0'^ J S, 5y././O/tx iloNL(C 2._ , (1 IA - i 1( 7 13! C�2y _LCL to i2 is 1.7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:/4✓2 �A.--- Date: v6h Hrs.: $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 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /4 -S PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:�, Sprinklers: Fire Alarm: Hood & Duct: Type of Inspection: Address: • / ND .+1 72 (' r v Contact Person: Suite #: yqt/ Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: NeedsShift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector r 5-1.7 Date: e//3//4 Hrs.: /, 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D -colt PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:ati,...,---c....4._ Sprinklers: Type of Inspection: Address: Suite #: 1, i r) Z i-4\./ Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: J->-, Si fe Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: "S Date: 4/9// Hrs.: /. v $100.00 REINSPECTION FEE REQUIRED. Yo will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MI'T'CHELL ENGINEERING INC. 7821 -168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net (fr LAr7A44L ,Gaei S100,1 67ay/-44 ,v4/114 4kr6 A A .1 7" 3 i-11 itr.LeAL f jo,4-5',4y� s /6014 I --- jo 7L124P6 /21° /5/kii; D, L the 1t ) 7C,‘? 45.= 4;,,C A 7 ft4//5 22,.; / 4 iw 7' PREPARED BY PROJECT DATE SUBJECT RE IEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION b 6%- 00 114 RECEIV7D CITY OF TU KCWILA JAN 142016 PERMIT CENTER z Ifee41447:5 w ;r 2 W542SHEET NO. OF 7 3$'r 2r2- JOB NO. ©/5-6145a MITCHELL ENGINEERING INC. LATIAL.t )4 42 TD.4.*/41i-j) 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net :271-1/4729,14 2 (--) ,1.o r-(7 /&/.4.; Cd2) kr; � 5-77 QC i•= -S / /42 (is2 ,/4 I 33,) .")- kd 3;&c714Z ,-1rckL 4/i©7` q) 125. i) -7 4740 5trA CZA515 4) 5 Tho= 54�i hit,/ 4,04 /ter/ •/, -=�> /=•( • 9 -4)- 576Z >'01/ 16.6 44 4 ( ) A="11' 22:14414/5t5 44 s 1 J j l r3 f r ,,,rr s' , 45'' \ 11-iY 1 506 (2/ ) 42-5 /17 646,1—...,&YlAl.." JJ /,�, 5-P5 5,01 uoito/i(az-/- //).4,5 SHEET NO OF PROJECT ' 42z SUBJECT JOB NO MITCHELL ENGINEERING INC. 114lJ f447014 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net alois.t, /eta T .24„4I, 24F_ IG ALL- _.., �y M '/-s; /1r Al)7 7o1•0 /AT • leo' 23, F s*//,&k-4 5442- /vim 3�oL thge- htg. &faid. zie4a,*(/.2s/... m-15)„, V52,` = //s -19 -4i 2&ate % 01126g- 4,A, / 25 - 4 7 / 64',," /2' f' a /4;T PREPARED BY PROJECT 34 22SH 115 �EET NO. OF DATE /2)24 P5. SUBJECTC)/," 16 JOB NO. ,� 'MITCHELL ENGINEERING INC. s/ S Jk L) 4/4- C77/g/ f/2 `,774 24'4// 4 4—Z 416., "/07,429,sv - -2 6- = 2/7 4 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net 0/14h_i 4‘20 /21y 12! 564//p - /277-2.,'=Zr /l._ 4 —4.t54e 79217 vit-`>/ciL.4:/ 2‘,147 -� 2�72 / 2 f, /&744/ 734, % 741-o- 4 JOB NO. SHEAR WALL DESIGNATION PI -6 FI -4 PI -3 P2-3 P1-2 P2-2 NAIL SIZE 8d 8d ad ad SHEAR WALL SCHEDULE NAIL SPACING ED6ES 6" 41, 3" 3" STUDS PLATE TOP/BOTTOM 12" 5" BLOCKING REOIJ!R� 12" 12" 12" 8d 2" 12" 8d 2" 12 4" 3" 3" 3" 3" SHEAR PALL NOTES: YES TEs TEs YES HEM -FIR *2 */FT. 210 310 400 800 YES I 525 '^E5 - I 1050 I. PI- 7/16 A.F.A. RATED PLYWOOD OR ORIENTATED STRAND BOARD (0,53) ON ONE SIDE OF WALL. P2- 7/16 A.P.A. RATED PLYWOOD OR ORIENTA T Fr STRAND WARD (O.S,E.) ON EACH SIDE OF WALL. -2 4P2-2 , , FOR PI-3P2-3PI SHEAFZ 2. WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. 3. NAILS SHALL BE 8d COMMON (0.131" DIAMETER). 4. INHERE PLYWOOD 15 INSTALLED ON BOTH SIDES OF ALL, PLYWOOD. JOINTS SHALL FALL ON SEPErRATE STUDS, EACH SIDE. 5. ALL PANEL EDGES BLOCKED WITH 2 -INCH NOMINAL FRAMING FOR PI -8 4 PI -4 SHEAR WALLS, PI -3, P2-3, PI -2 4 P2-2 SHEAR WALLS REQUIRE 3x FRAMING EDGES. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FORM PPLYYOD R.S ATR P.A, RATED SHEATHING. SPACE NAILS 0 12 INCHES ON CENTER ® INTERMEDIATE SUPPORTS. 5. 5/81" DIAMETER. ANCHOR BOLTS SHALL 5E10 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. 3/4" DIAMETER ANCHOR BOLTS SHALL BE 12 INCHES LONG SPACED A MAXIMUM OF::24 INCHES ON CENTER. PLATE WASHERS ON ANCHOR BOLTS SHALL BE 3"x3"x1/4", U.N.D. PLATE WASHERS TO BE 6ALVANIZ2M7 OR STAINLESS STEEL. T. REFER TO PLANS AND SECTIONS FOR ANCHOR BOLT 51ZE-5, SPACING, PLATE NAILING, ETC. a. AT PI -3, P2-3, PI -2 E P2-2 SHEAR WALLS AT ADJOINING PANEL EDGES AND MUD -SILLS, NAILING SHALL BE STAGGERED PER FOOTNOTE (I) OF I.B.G. TABLE 2305.4.1. ,. ids STRUCTURAL NOTES (MITCHELL ENGINEERING) CODE DESIGN IS IN ACCORDANCE WITH THE __(2o► INTERNATIONAL BUILDING CODE (ID.C.) / n,I2` INTERNATIONAL RESIDENTIAL CODE (I.R.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. JIVE LOADS LATCRAL WIND— --- —EXPOSURES; 55 MPH HO/1/PN ',Jzr SEISMIC -----------------PER DESIGN GATAG Y D (I.B.0 PER DESIGN CATAGORY D2 (I.R.C.) ,,FOUNDATIONS .• EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 1500 PSP. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF I1-6' BELOW ADJACENT EXTERIOR FINISHED GRADE. • CAST -IN-PLACE CONCRETE F'c = 5,000 PSI ® 25 DAYS. MINIMUM 5-I/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-5/4 GALLONS OF WATER PER 94* SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. TOTAL AIR ENTRAINMENT SHALL NOT BE LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. MAXIMUM SIZED AGGREGATES IS I-1/2 INCHES. MAXIMUM SLUMP 15 4 INCHES. ALL REINFORCING STEEL DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE %' DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 _MET ON CENTER UNLESS NOTED OTHERWISE ON THE PLANS. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMBER ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE GUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL MOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NT NOTE. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED PER I.R.C. SECTION R3I9.5. NAILING SHALL CONFORM WITH I.R.C. TABLE R602.3(I) # R002.I0 OR I.B.G. TABLE 2304.9.1. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2x 571.05 2x FLOOR 4 ROOF JOIST 4x BEAMS bx BEAMS COLUMNS LUMBER NOT NOTED HEM -FIR 2 -.--------. ----.--ice _ 850 P5I HEM -FIR *2----------Fb = 550 PSI DOUG-FIR/LARCH *2 ---Fo = 875 PSI DOUG-FIR/LARCH *2 ---Fb = 850 PSI DOUG-FIR/LARCH #2 ----------Pb = 515 PSI DOUG-FIR/LARCH $2 ----Fb = 550 P5I MISCELLANEOUS HANGERS TO BE PROVIDED BY SIMPSON COMPANY. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-BO7. ANCHOR BOLTS INTO CONCRETE SHALL BE %' DIAMETER WITH 7 INCHES OF EMBEDMEND INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING, SHALL BE IN ACCORDANCE WITH 15.C. SCHEDULE. I6d COMMON NAIL DIAMETER - (0.162 INCH). LAMINATED STUDS SHALL BE NAILED WITH (2) ROWS I6d COMMON NAILS O 6' O.G. FLOOR SHEATHING SHEATHING SHALL BE % INCH TONGUE $ GROOVE, APA. RATED SHEATHING. SPAN RATING 4%4 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH IOd COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES 4 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ROOF SHEATHING SHEATHING SHALL BE 1(6" A.P.A. RATED SHEATHING. SPAN RATING 9(6, INSTAL I FP WITH LONG DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALL SHEATHIN6 SHEATHING TO BE 3(e" A.P.A. RATED SHEATHING. SPAN RATING 216. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 6d NAILS AT 4 INCHES ON CENTER AND 10 INCH ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. PRE -MANUFACTURED ROOF TRUSSES TRUSSES SHALL BE PLANT FABRICATED OF DOUGLAS-FIR/LARCH OR HEM -FIR. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL. ENGINEER. SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL. ENGINEERING POR REVIEW AND APPROVAL PRIOR TO FABRICATION GF THE TRUSSES. SPECIAL CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE. FLOOR, ROOF AND MALLS WITH ALL APPROPRIATE DRAWINS. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING EPARTNE:NT REQUIRED INIONS. DO NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL SNP SHALL BE MEP FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. REINFORCEMENT fy m 40,000 PSI FOR #5 $ SMALLER fy a 60,000 PSI FOR *6 # LARGER NOTE= ALL BOLTS, }WASHERS, NAILS, SCREWS, HANGERS AND FRAMING STRAPS THAi.. COME INTO CONTACT WITH AGG TREATED LUNE SHALL BE STAINLC STEEL OR HOT -DIPPED GALVANIZED STEEL. 17 MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net PREPARED BY DATE /4' 12/24/15 PROJECT 41342 n SHEET NO -OF SUBJECT JOB NO n,` _�"� MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengmeeringinc@comcastnet I1© PROJECT SHEET NO / OF SUBJECT JOB NO O '� lav MITCHELL ENGINEERING INC. • 7821 - 168th Ave. N.E Redmond, WA 9805: (425) 747-150C nitehellen;meenmgin6@comcast r'16 g 3 PREPARED BY / PROJECT 41/3422 SHEET NO /43 OF DATE !2/*f!,,5 SUB 4+ SUBJECT JOB NO ©�� ���'' n!x:;n±�.i�-:r•;:;srfiV.1.71. .. 10,WV.14lam.,.Pair.,.•r-,.. w;i��e±sn:�ar �.-::?nw�x•-.r, aa.uy... .. yea.. :_-:,n...rn� 1fca..W.N+,v.. MITCHELL ENGINEERING INC .E.i'a.4`ulat!atS�:�n-'LY.Mt%-.i2•:.`.n.TnV.=4s'!,'Tv.'�.'•C�iu S�ii-"3:.-'i%'.L`Y'i.:iv..':.'3`�7='.'.. .'K4�,i+'1`�.S'�n^lr•-;;:.amu JCi::-•� c•-:: ,-_-p.. PREPARED BY DATE 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 v L'Tole 4 I 04- elr.A1-? )_g c;f levAu, �Er L 7160 1-1C31,-4 *,0 2,11-41''74fA11 mak`' [AV '1`f 1 ()4 4'e ' e 4e. Tazz-vtwI I PROJECTSHEET NO. 1/ OF SUBJECT JOB NO. Lit4-6e MITCHELL ENGINEERING INC. (-)44 4#77eAL 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net MLL ideAJ Pr, 27e N/SJilPgaiJ 1/24452)IS- •),21-r )2'oG v\IJ 4LV4" (+kiJ) 4 I2 AL o'®6, al-AiL. -4 5 la/PREPARED BY PROJECT 4�� SHEET NO 1 OF DATE /` �T SUBJECT JOB NO q5A��� MITCHELL ENGINEERING INC 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 PROJECT 4:3422SHEET NO. OF SUBJECT JOB NO. vl✓� MITCHELL ENGINEERING INC. 5)44/44,j 7 £1'/54 5/.e.1.4 >[ 4sY2 /t/44A iF icalcioL AolL IPA,/ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net 4-e 2-J&4L 544- vis4J-- ./2E_Ai4 x)44 L. D‘FA/2. 7 PROJECT C 1 SHEET NO /4— OF SUBJECT JOB NO BUILDING LINE BEYOND GARAGE SLAB e • I r' 171=1'(I 1 -I I I-1 1 1 -III -1 1 1-i '-III-I 11=1 I I -I 11-1 ''-III ; ,III -III -III III= TURN DOWN SLAB -I INTO CONT. FOOTING (2) #4 BARS CONTINUOUS • I -I 11=f'I i i'I. �illl�llll; III I� ii )(4 8'' FOOTING DRAIN THICKENED SLAB ® O.H. 17008 GAD DETAILS\H. MITCHELL\B. Slob on Grode\12. thk slob @ OH dr 8 Inch $4/5 FRAMING 4 FOUNDATION DIMENSION SHEAR WALL PER PLAN SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 39" MAX. SLAB TO GRADE 6' MIN. WOOD TO SOIL A(I) #4 BAR CONT. MAX 6" lI : - • - \BELOW TOP OF FND. WALL /\///////////x;11 4.I1 • • TIGHTLINE'\\\/\\ • \ e., 411; STORM DRAINS /i,' .:.-f11;- IF REQUIRED'/ \y\//� z X 0O 2x STUDS PER PLAN MUDSILL / A. BOLTS . PER FOUNDATION PLAN F-4"CONC. SLAB OVER 4" GRANULAR FILL e •N.:% r%.* `r•4: ti • J=:?:r'sitt:t•��.•v• :.tom:moi• �ia• mo•i TL�:i"\. •t••L`7: ti•�1 • 3" CLR. 4" DIA PERF. FOUNDATION DRAIN • •\\// \ • >/\,/ /\# \et BAR TICAL @x .18" O.G. e✓\\ HORIZONTAL @ I8 O.G. (2) #4 BAR CONTINUOUS -� �4" HOOK F/1/4",/ 8"e /le 4" 8 " GARAGE F1\117. BALL ) v419 SCALE : I" = I' -O" CAD DETAILS\H. MITCHELL\B. Slab on Grade\5. 8 Inch garage fnd S $ HSCAHEDUULEL PER PLAN �N+ BATT INSULATION PER PLAN - 5/4" T.$6. PLYINOOD SUBFLOOR GLUED $ NAILED LAP JOIST 6" z FLR. JSTS. PER PLAN I6d @ 4" O.G. ad @ 4" O.G. BEAM PER PLAN 2x4x12" CLEAT IN/ '2 I6d NAT'S INTO ILS INTO COLUMN POST PER PLAN 6 MIL. BLACK V. B. CONTINUOUS FOOTING 0 2) #4 BAR c ONTINUOUS SCALE : I" = 11-0" CAD DETAILS\H. MITCHELL\A. Crawl Space\41. continuous footing SHEAR WALL PER PLAN SCHEDULE FLOOR JST TYPE DIRECTION PER PLAN // // /I // l/ // • MST HOLDOWN PER PLAN DOUBLE STUD HOLDOWN NALL TO FLOOR - STRAP 57"7 111 NO SCALE CAD DETAILS\I-i. MITCHELL\I. Wall to Wali\I5. wall to floor-mst strap SHEAR WALL PER PLAN 16d 4" 0.C. I6d TOE -NAIL 4" O.G. \\ \\ \\ \\ \\ \\ \\ \\ \\ SHEAR WALL PER PLAN OR HDR SHEAR TRANSFER FLOOR JOISTS PER PLAN 5rt‘ifirfrii#41Jcil ,4,&�' t SCALE :. I" = GAD Details\H. MITCHELL\I. Wall to Wall\I. shear wall floor 1� SHEAR WALL PER PLAN Ibd@4"O.G. 8d @ 4" O.G. Ibd TOE -NAIL b" O.G. SHEAR WALL PER PLAN FLOOR JSTS PER PLAN SCALE : I" = SHEAR TRANSFER /5,7-7,7,:i 4143 GAD DETAILS\H. MITCHELL\I. Wall to Wall\a. shear wall to floor -par 2� 457,i'AL P4) lad TOE NAIL ER EACH BLOCK/ SHEAR WALL PER PLAN 4 SCHEDULE OR HDR ►-Y 8d NAIL 4" O.G. PLYYVD FLOOR SHEATHING // // // // // 7, /l I/ FLOOR JOISTS PER PLAN /43s1co14 NO SCALE LATERAL DETAIL4:4 I A" CAD Detalis\H. MITCHELL\H. Floor to Wall\I. shear floor to Nall -perp , MITCHELL EN ENGINEERINGINC .iii::r"�.i'i!'o'n4:..Y.'a'•�=L"�e�=:hRk=»�5�5�i1P•_,iliF3�'?.':ip��.—:! �:.tT.w.�r..1;;:1^}��1' tC'�v4� yY.:f•iaT�- V.i:�v.i�k5€�:t-k 1�l%t_i4_lti.' 'REPARED BY ) TE 7 d 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 PROJECT676442 SHEET NO 2OF �vu��. 1 JOB NO. MITCHELL ENGINEERING INC. I 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net PREPARED BY3422 23 /S. PROJECT SHEET NO OF DATE/24 SUBJECT /945 [AGO JOB NO MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 PREPARED BY /12451. DATE .41.3422 PROJECT SHEET NO. 21 OF SUBJECT JOB NO O15...lam& MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net PREPARED BYPROJECT /2/24 / DATE W‘4a2 SHEET NO 25OF SUBJECT JOB NO L.• BATT INSULATION PER PLAN TRUSS PER PLAN 1/I6" PLYWOOD SHEATHING NAILED w/ ad NAILS @ 4" O.G. 4 SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER 4 SHEATHING EXTEND 12" ABOVE INSULATION WITH I I/2" CLEAR AIRSPACE VENTED 2X BLOCKING PER2" DIA HOLES 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER 1 L65, 24" O.G. (BIRD BLOCKING TO TOP PLATE) SIMPSON HI CLIP EACH TRUSS -8d NAILS 4" O.G. (SHTG TO BIRDBLOGKING) SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN FLAT CEILING * EAV OVERHANG PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SCALE : I" = 1'-0" GAD DETAILS\H. MITCHELL\F. Roof\I. flat ceiling MITCHELL ENGINEERING INC. ag 5/4 r a. 14 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-150C mitchellengineeringinc@comcast.nei 3,JG 4 'L. PREPARED BY DATE E&;77j-J 2a PROJECT SKEET NO 27 OF 2 ` SUBJECT JOB NO. 045 ig:)7)-19‘42. 45-441;04./ ri,77‘0 J¢ 14/figc3J /L0=4514/44_12.6 /%gamt Gv/ % 2:1,4 A/41z. 4Z7 -'d 24' ,4Lv 51', /'2T /V'4/- , 1s$2 P,773p4Ae, 73 u A/c -1,442v/4'4/4_ 25,47- &.2 h1 L✓, 5-3/,'42/4c/ ',4✓� 4-1‘l , !L A51,1k14.w !T2Z `5/*Jd '/ y' �. - CoS47 ((;)cx14071 1470 aod b 5114 444 6771,1 wAili/x/41 atix. eg7A AA4aqi HA0 1,:te44g AaisakiaJ74,4z.. ifre2,‘1 gib./ AI3422 �'2 5'14A,/vNk 6Tiv )190A ft's. /a4fi' /to*, A-44=-77-4, 4%! J422 - r�a�- 1 BEAM CALCULATIONS FOR PLAN M3422B3S-2R TO BE BUILT AT AUTHORIZED SITE LOCATION TUKWILA, WASHINGTON FOR HS CONSTRUCTION REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION LOADING Roof 15 PSF Dead Load + 25 PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load = 15 PSF Deck 5 PSF Dead Load + 40 PSF Live Load = 45 PSF Interior Partition = 07 PSF Exterior Partition = 10 PSF DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations, and are only valid if the, h ave_been wet stamped. . CITY OF TUKWILA JAN 14 2016 PERMIT CENTER f—FF CV hTE OF 1,4,/i%cif ' IL � 0 1/ 1 4/ 1 8 Architects Northwest Job No. W150270 bI19%- Do ARCHITECTS NORTHWEST, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsNW.com Y /2 Projea M3422133S-2R • Location: FT1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Qu = Qe = Areq = A= Bear = Bear -A = V u 1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a= Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: 1293 psf 1375 psf 8.46 sf 9.00 sf 16973 lb 99450 lb 5540 lb 16875 lb 49 in 15008 lb 68906 lb 81563 lb 45938 lb 45938 lb 76378 in -lb 170825 in -lb 0.41 in 0.34 in2 0.72 in2 0.72 in2 #4's @ 9.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = Ld-sup = 15 in 15 in !Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:44 PM page /of LOADING DIAGRAM 10 in P H— bin — — L I 3 ft —a 3 in FOOTING LOADING Live Load: PL = 7533 lb Dead Load: PD = 4100 lb Total Load: PT = 11633 lb Ultimate Factored Load: Pu = 16973 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 lb NOTES Project: M342263S-2R Location: FT2 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. EMI / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: W= 2.5 ft L= 2.5 ft Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = 1009 psf Qe = 1375 psf Areq = 4.59 sf A= 6.25 sf Bear = 9108 lb Bear -A = 99450 lb Vu1 = 2657 lb Vc1 = 14063 lb Bo = 49 in Vu2 = 7590 lb vc2-a = 68906 lb vc2-b = 81563 lb vc2-c = 45938 lb vc2 = 45938 lb Mu = 34157 in -lb Mn = 169665 in -lb a = 0.49 in As(1) = 0.15 in2 0.60 in2 0.60 in2 As-reqd = #4's @ 7.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = 15 in Ld-sup = 12 in Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:44 PM page of LOADING DIAGRAM 10 in 6 in 2.5 ft 1 3 in FOOTING LOADING Live Load: PL = 3844 lb Dead Load: PD = 2465 lb Total Load: PT = 6309 lb Ultimate Factored Load: Pu = 9108 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 503 lb NOTES Projewt: fv13422183S-2R Location: GT1. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 13.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 515.0% Controlling Factor: Moment / Depth Required 27.9 In. DEFLECTIONS Center Live Load 1.08 IN U151 Dead Load 0.67 in Total Load 1.76 IN L/93 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2969 lb 1751 lb 1835 lb 1096 lb 4804 lb 2847 lb 5.12 in 3.04 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 13.67 ft 0 ft 13.67 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Adjusted Controlling Moment: 16784 ft -lb 5.6 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4804 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 194.6 in3 31.64 in3 Area (Shear): 34.81 in2 16.88 in2 Moment of Inertia (deflection): 686.35 in4 177.98 in4 Moment: 16784 ft -lb 2729 ft -lb Shear: 4804 lb 2329 lb Jeffrey deRoulet 'Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:44 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 88 plf 53 plf 4 plf 145 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1542 lb Dead Load 970 lb Location 5.67 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 25 plf 15 plf 25 plf 15 plf 5.67 ft 13.67 ft 8ft 313 plf 188 plf 313 plf 188 plf Oft 5.67 ft 5.67 ft NOTES Project: M3422LR3S-2R Location: GT2. FLAT -TOP GT (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 29.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 1233.8% Controlling Factor: Deflection / Depth Required 34.57 In. DEFLECTIONS Center Live Load 8.05 IN L/44 Dead Load 5.14 in Total Load 13.19 IN L/27 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1258 lb 3339 lb 818 lb 2103 lb 2076 lb 5442 lb 2.22 in 5.80 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 29.67 ft 0 ft 29.67 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 25776 ft -lb 24.63 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -5442 lb 30.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 298.85 in3 31.64 in3 Area (Shear): 39.43 in2 16.88 in2 Moment of Inertia (deflection): 2373.91 in4 177.98 in4 Moment: 25776 ft -lb 2729 ft -lb Shear: -5442 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 -Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:45 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 25 plf 15 plf 4 plf 44 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2969 lb Dead Load 1835 lb Location 24.67 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 25 plf 83 plf Left Dead Load 15 plf 50 plf Right Live Load 25 plf 25 plf Right Dead Load 15 plf 15 plf Load Start 0 ft 24.67 ft Load End 24.67 ft 29.67 ft Load Length 24.67 ft 5 ft NOTES Project: iv13422'B3S-2R Location: GT3. BOX GT (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 29.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 1117.8% Controlling Factor: Deflection / Depth Required 32.31 In. DEFLECTIONS Center Live Load 7.31 IN L/48 Dead Load 4.60 in Total Load 11.91 IN L/30 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1833 lb 1833 lb 1154 lb 1154 lb 2987 lb 2987 lb 3.19 in 3.19 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 29.33 ft 2 ft 29.33 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 900 psi Fb' = Cd=1.15 CI=0.97 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Adjusted 1007 psi Controlling Moment: 21900 ft -lb 14.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2987 lb 29.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 260.98 in3 31.64 in3 Area (Shear): 21.64 in2 16.88 in2 Moment of Inertia (deflection): 2167.47 in4 177.98 in4 Moment: 21900 ft -lb 2655 ft -lb Shear: -2987 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 .:a- Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:45 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 125 plf 75 plf 4 plf 204 plf NOTES Project: IM3422433S-2R Location: GT4. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 18.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 932.2% Controlling Factor: Moment / Depth Required 36.14 In. DEFLECTIONS Center Live Load 3.22 IN U67 Dead Load 2.00 in Total Load 5.23 IN L/41 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2154 lb 3729 lb 1352 lb 2297 lb 3506 lb 6026 lb 3.74 in 6.43 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 18 ft 0 ft 18 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. . -1- to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.00 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 1035 psi Fv' = 207 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 28170 ft -lb 9.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6026 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 326.61 in3 31.64 in3 Area (Shear): 43.67 in2 16.88 in2 Moment of Inertia (deflection): 1550.02 in4 177.98 in4 Moment: 28170 ft -lb 2729 ft -lb Shear: -6026 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:45 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 25 plf 15 plf 4 plf 44 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1833 lb Dead Load 1154 lb Location 9 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 25 plf 375 plf Left Dead Load 15 plf 225 plf Right Live Load 25 plf 375 plf Right Dead Load 15 plf 225 plf Load Start Oft 9 ft Load End 9 ft 18 ft Load Length 9 ft 9 ft NOTES Project:'M 3422'B 3 S-2 R Location: GT5. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 INx11.25INx11.67FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 156.4% Controlling Factor: Moment / Depth Required 18.01 In. DEFLECTIONS Center Live Load 0.34 IN L/415 Dead Load 0.21 in Total Load 0.55 IN L/255 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 1633 lb 939 lb Dead Load 1019 lb 593 lb Total Load 2652 lb 1532 lb Bearing Length 2.83 in 1.63 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 11.67 ft 0 ft 11.67 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Fv = 180 psi . Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc - -L' = 625 psi Adjusted Controlling Moment: 6997 ft -lb 3.73 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2651 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 81.13 in3 31.64 in3 Area (Shear): 19.21 in2 16.88 in2 Moment of Inertia (deflection): 251.16 in4 177.98 in4 Moment: 6997 ft -lb 2729 ft -lb Shear: 2651 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:45 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 75 plf 45 plf 4 plf 124 plf POINT LOADS - CENTER SPAN Load Number One Live Load 854 lb Dead Load 538 lb Location 3.67 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 25 plf 175 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 15 plf 25 plf 15 plf 3.67 ft 11.67 ft 8ft 105 plf 175 plf 105 plf Oft 3.67 ft 3.67 ft NOTES Project:'M 3422133 S-2 R Location: GT6. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 18.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 299.3% Controlling Factor: Moment / Depth Required 22.48 In. Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ';Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:46 PM page /of DEFLECTIONS Center LOADING DIAGRAM Live Load 1.21 IN L/179 Dead Load 0.77 in Total Load 1.98 IN L/109 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360 1 TR2 w REACTIONS A B Live Load 828 lb 1805 lb Dead Load 538 lb 1147 lb Total Load 1366 lb 2952 lb Bearing Length 1.46 in 3.15 in BEAM DATA Center Span Length 18 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18 ft Live Load Duration Factor 1.15 Notch Depth 0.00 left B UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 25 plf Uniform Dead Load 15 plf Beam Self Weight 4 plf Total Uniform Load 44 plf #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 10897 ft -lb 13.86 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2952 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided POINT LOADS - CENTER SPAN Load Number One Live Load 1633 lb Dead Load 1019 Ib Location 14 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 25 plf 75 plf Left Dead Load 15 plf 45 plf Right Live Load 25 plf 25 plf Right Dead Load 15 plf 15 plf Load Start Oft 14 ft Load End 14 ft 18 ft Load Length 14 ft 4 ft Section Modulus: 126.34 in3 31.64 in3 Moment of Inertia (deflection): Moment: Shear: Y1.3`J in 586.29 in4 10897 ft -lb -2952 lb 1li.aa in 177.98 in4 2729 ft -lb 2329 lb NOTES Project: 'M 34 2 2 83 S -2 R Location: GT7. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 11.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 24.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U1297 Dead Load 0.07 in Total Load 0.17 IN L/789 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 484 lb 484 lb 312 lb 312 lb 796 lb 796 lb 0.85 in 0.85 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 11 ft 0 ft 11 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.00 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1 = 625 psi Adjusted Fb' = 1035 psi Fv' = 207 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 2188 ft -lb 5.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 796 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 25.37 in3 31.64 in3 Area (Shear): 5.77 in2 16.88 in2 Moment of Inertia (deflection): 81.21 in4 177.98 in4 Moment: 2188 ft -lb 2729 ft -lb Shear: 796 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 !Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:46 PM page /of LOADING DIAGRAM A!!MWMIN A lift -B- UNIFORM B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 88 plf 53 plf 4 plf 145 plf NOTES Projeet: 1/1342263S -2R Location: GT8. GIRDER TRUSS (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)1 1.5 IN x 11.25 IN x 29.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 3850.2% Controlling Factor: Deflection / Depth Required 57.76 In. DEFLECTIONS Center Live Load 23.63 IN L/15 Dead Load 14.55 in Total Load 38.18 IN L/9 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A 4538 lb 6759 lb 2814 lb 4176 lb 7352 lb 10935 lb 7.84 in 11.66 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 29 ft 0 ft 29 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. J- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - -L' = 625 psi Controlling Moment: 71930 ft -lb 14.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -10935 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided • Section Modulus: 833.97 in3 31.64 in3 Area (Shear): 79.24 in2 16.88 in2 Moment of Inertia (deflection): 7030.45 in4 177.98 in4 Moment: 71930 ft -lb 2729 ft -lb Shear: -10935 lb 2329 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ' Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:46 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 19 plf 11 plf 4 plf 34 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1833 lb Dead Load 1154 lb Location 8.67 ft Two 1258 lb 818 lb 26 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 25 plf 15 plf 25 plf 15 plf Oft 8.67 ft 8.67 ft 375 plf 225 plf 375 plf • 225 plf 8.67 ft 26 ft 17.33 ft Three 313 plf 188 plf 313 plf 188 plf 26 ft 29 ft 3ft NOTES Project:'V13422b3S-2 R Location: H1. STUB HIPMASTER (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 24.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 624.7% Controlling Factor: Deflection / Depth Required 27.18 In. DEFLECTIONS Center Live Load 3.66 IN L/81 Dead Load 2.30 in Total Load 5.96 IN L/50 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS • A_ Live Load 1542 lb 1542 lb Dead Load 970 lb 970 lb Total Load 2512 lb 2512 lb Bearing Length 2.68 in 2.68 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 24.67 ft 2 ft 24.67 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1007 psi Cd=1.15 CI=0.97 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc --1-= 625 psi Fc -1'= 625 psi Controlling Moment: 15494 ft -lb 12.34 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2512 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 184.64 in3 31.64 in3 Area (Shear): 18.2 in2 16.88 in2 Moment of Inertia (deflection): 1289.8 in4 177.98 in4 Moment: 15494 ft -lb 2655 ft -lb Shear: 2512 lb 2329 lb !Jeffrey deRoulet Architects Northwest _ 18915 142nd Ave NE Suite 100 4.t Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:46 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 125 plf 75 plf 4 plf 204 plf NOTES Projett: t/1342263S-2R Location: H2. STUB HIPMASTER (LOADING) Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 13.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Inadequate By: 79.2% Controlling Factor: Moment / Depth Required 15.06 In. DEFLECTIONS Center Live Load 0.34 IN L/476 Dead Load 0.22 in Total Load 0.56 IN L/292 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 854 lb 854 lb 538 lb 538 lb 1392 lb 1392 lb 1.48 in 1.48 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 13.67 ft 2 ft 13.67 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1007 psi Cd=1.15 CI=0.97 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4757 ft -lb 6.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1392 lb 14.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 56.69 in3 31.64 in3 Area (Shear): 10.09 in2 16.88 in2 Moment of Inertia (deflection): 219.44 in4 177.98 in4 Moment: 4757 ft -lb 2655 ft -lb Shear: -1392 lb 2329 lb ,Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:47 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 125 plf 75 plf 4 plf 204 plf NOTES Project^M3422133S-2R Location: MX. TYPICAL FLOOR BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx4.83FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 136.9% Controlling Factor: Moment Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:47 PM page •of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3404 Dead Load 0.00 in Total Load 0.02 IN L/2694 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1240 lb 1240 lb Dead Load 327 lb 327 lb Total Load 1567 lb 1567 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center Span Length 4.83 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 —B A 4.83 ft MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adiusted Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 4.7 ft 8.2 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 1078 psi Cd=1.00 C1=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc -1- = 625 psi Fc -12 = 625 psi Controlling Moment: 1893 ft Ib 2.415 ft from left support Created by combinina all dead and live loads. BEAM LOADING Beam Total Live Load: wL = 514 plf Beam Total Dead Load: wD = 128 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 649 plf Controlling Shear: At support. Created by combining all dead and live loads. 1567 lb Comparisons with required sections: Req'd Provided Section Modulus: 21.07 in3 49.91 in3 Area (Shear): 13.06 in2 32.38 in2 Moment of Inertia (deflection): 32.55 in4 230.84 in4 Moment: 1893 ft -lb 4483 ft -lb Shear: 1567 lb 3885 lb NOTES Project: .M3422f33S-2R Location: R01. ENTRY PORCH Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 140.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2328 Dead Load 0.03 in Total Load 0.07 IN L/1360 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 450 lb 450 lb 320 lb 320 lb 770 lb 770 lb 0.22 in 0.22 in BEAM DATA Span Length Unbraced Length -Top 8 ft 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 750 psi Fb' = 862 psi Cd=1.15 C1=1.00 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - -L= 625 psi Fc - -L'= 625 psi Controlling Moment: 1541 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -770 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 21.46 in3 51.56 in3 Area (Shear): 5.91 in2 41.25 in2 Moment of Inertia (deflection): 51.19 in4 193.36 in4 Moment: 1541 ft -lb 3703 ft -lb Shear: -770 lb 5376 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ;Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:47 PM page of ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 2.5 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: BSW = 9 plf wL = 113 plf wD_adj = 80 plf wT = 193 plf NOTES Project:! M3422B3S-2R Location: R02. COV'D BALCONY Roof Beam [2015 International Building Code(2012 NDS)] 5.5 INx7.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 117.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/2095 Dead Load 0.03 in Total Load 0.08 IN L/1230 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 500 lb 500 lb 352 lb 352 lb 852 lb 852 lb 0.25 in 0.25 in BEAM DATA Span Length Unbraced Length -Top 8 ft 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 750 psi Fb' = 862 psi Cd=1.15 C1=1.00 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1704 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -852 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 23.73 in3 51.56 in3 Area (Shear): 6.54 in2 41.25 in2 Moment of Inertia (deflection): 56.62 in4 193.36 in4 Moment: 1704 ft -lb 3703 ft -lb Shear: -852 lb 5376 lb 774 4Jeffrey deRoulet • Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:47 PM page /of ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 3 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 125 plf Beam Uniform Dead Load: wD_adj = 88 plf Total Uniform Load: wT = 213 plf NOTES Project:' M3422IB3S-2R Location: R03. CANT'L BM @ DECK Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 9.0 FT Pressure Treated (3 + 3 + 3) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 83.1% Controlling Factor: Moment DEFLECTIONS Left Live Load 0.03 IN 2L/2232 Dead Load 0.02 in Total Load 0.05 IN 2L/1434 Live Load Deflection Criteria: U360 Center Right 0.00 IN UMAX 0.00 IN UMAX 0.00 in 0.00 in 0.00 IN U8543 0.00 IN UMAX Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Uplift (1.5 F.S) Bearing Length 1.21 in 3.38 in 0.06 in A B 2555 lb 7533 lb 1602 lb 4100 lb 4157 lb 11633 lb 0 lb 0 lb C 155 lb 63 lb 218 lb -35 lb BEAM DATA Left Center Right Span Length 3 ft 3 ft 3 ft Unbraced Length -Top 1.5 ft 1.5 ft 0 ft Unbraced Length -Bottom 3 ft 3 ft 3 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 875 psi Fb' = 804 psi Cd=1.15 CI=1.00 CF=1.00 Ci=0.80 Fv = 170 psi Fv' = 156 psi Cd=1.15 Ci=O.80 E = 1300 ksi Ci=0.95 Fc -1= 625 psi Adjusted E' = 1235 ksi Fc -1' = 625 psi Controlling Moment: -3025 ft -lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2, 3 Controlling Shear: 2141 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 45.18 in3 82.73 in3 Area (Shear): 20.53 in2 52.25 in2 Moment of Inertia (deflection): 98.66 in4 392.96 in4 Moment: -3025 ft -lb 5540 ft -lb Shear: 2141 lb 5448 lb - N,r'flr, Jeffrey deRoulet • Architects Northwest 18915 142nd Ave NE Suite 100 ,Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:48 PM page of aft A- aft B' 3k UNIFORM LOADS Left Center Right Uniform Live Load 413 plf 413 plf 0 plf Uniform Dead Load 248 plf 248 plf 0 plf Beam Self Weight 11 plf 11 plf 11 plf Total Uniform Load 672 plf 672 plf 11 plf POINT LOADS - CENTER SPAN Load Number One Live Load 6759 lb Dead Load 4176 lb Location 3 ft NOTES Project:' M3422b3S-2R Location: RX. BEDRM 2 WNDW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 150.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3317 Dead Load 0.01 in Total Load 0.04 IN L/2000 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 825 lb 825 lb 543 lb 543 lb 1368 lb 1368 lb 0.63 in 0.63 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Roof Pitch 4 :12 Roof Duration Factor 1.15 6 ft 2 ft 0 ft MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 2052 ft -lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1368 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 19.89 in3 49.91 in3 Area (Shear): 9.91 in2 32.38 in2 Moment of Inertia (deflection): 41.54 in4 230.84 in4 Moment: 2052 ft -lb 5148 ft -lb Shear: 1368 lb 4468 lb l*Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ...,__- ;. �.•.,=Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:48 PM page of ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 2 ft 25 psf 15 psf 9 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 275 plf Beam Uniform Dead Load: wD_adj = 181 plf Total Uniform Load: wT = 456 plf NOTES Project:'M342B3S-2R Location: RX. BEDRM 3 WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 79.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/9986 Dead Load 0.00 in Total Load 0.01 IN L/6124 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 609 lb 1525 lb 386 lb 961 lb 995 lb 2486 lb 0.45 in 1.14 in BEAM DATA Center Span Length 3 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 3 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 1638 ft -lb 2.31 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2486 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loadson span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 15.88 in3 49.91 in3 Area (Shear): 18.02 in2 32.38 in2 Moment of Inertia (deflection): 13.57 in4 230.84 in4 Moment: 1638 ft -lb 5148 ft -lb Shear: -2486 lb 4468 lb Jeffrey deRoulet 'Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:48 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 50 plf 30 plf 7 plf 87 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1751 lb Dead Load 1096 lb Location 2.33 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 100 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 60 plf 100 plf 60 plf Oft 2.33 ft 2.33 ft NOTES Projects M3422B3S-2R Location: RX. BEDRM 4 WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.4% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN L/4144 Dead Load 0.01 in Total Load 0.03 IN L/2517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1758 lb 445 lb 1117 lb 292 lb 2875 lb 737 lb 1.31 in 0.34 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 1640 ft -lb 1.86 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2875 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 15.91 in3 49.91 in3 Area (Shear): 20.83 in2 32.38 in2 Moment of Inertia (deflection): 33.01 in4 230.84 in4 Moment: 1640 ft -lb 5148 ft -lb Shear: 2875 lb 4468 lb rgriR i,Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:49 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 50 plf 30 plf 7 plf 87 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1542 lb Dead Load 970 lb Location 0.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 100 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 60 plf 31 plf 19 plf 0.5 ft 6ft 5.5 ft NOTES Projects M34222B3S-2R Location: RX. BONUS WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx6.5FT(3+3.5) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 563.9% Controlling Factor: Shear DEFLECTIONS Left Center Live Load 0.00 IN L/MAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN L/MAX 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B C 299 lb 1567 lb 181 lb 165 lb 995 lb 98 lb 464 lb 2562 lb 279 lb 0.21 in 1.17 in 0.13 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Left 3 ft 2 ft 3 ft 1.15 0.00 Center 3.5 ft 2 ft 3.5 ft MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1234 psi Cd=1.15 CI=0.99 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: -367 ft -lb Over left support of span 2 (Center Span) Created by combining all dead loads and Controlling Shear: -673 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 live loads on span(s) 1, 2 Comparisons with required sections: Req'd Section Modulus: 3.57 in3 Area (Shear): 4.88 in2 Moment of Inertia (deflection): 2.62 in4 Moment: -367 ft -lb Shear: -673 lb Provided 49.91 in3 32.38 in2 230.84 in4 5132 ft -lb 4468 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ,Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:49 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Left Center 225 plf 50 plf 135 plf 30 plf 7 plf 7 plf 367 plf 87 plf POINT LOADS - LEFT SPAN Load Number One Live Load 854 lb Dead Load 538 lb Location 3 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 100 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 60 plf 56 plf 34 plf Oft 3.5 ft 3.5 ft NOTES Project:' M3422133S-2R Location: RX. HALL WNDW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 325.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 638 lb 638 lb 414 lb 414 lb 1052 lb 1052 lb 0.48 in 0.48 in BEAM DATA Span Length 3 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: • Controlling Moment: 788 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1051 lb At support. Created by combining all dead and live loads. Base Values Adjusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 7.64 in3 49.91 in3 Area (Shear): 7.62 in2 32.38 in2 Moment of Inertia (deflection): 7.98 in4 230.84 in4 Moment: 788 ft -lb 5148 ft -lb Shear: -1051 lb 4468 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 ,Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:49 PM page /of ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TIN = LL = DL = TW = 25 psf 15 psf 15 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 3 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 425 plf Beam Uniform Dead Load: wD_adj = 276 plf Total Uniform Load: wT = 701 plf NOTES Project•: M3422B3S-2R Location: RX. HALL WNDW HDR 2 Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.5 FT (3.2 + 3.2) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 392.0% Controlling Factor: Shear DEFLECTIONS Left Center Live Load 0.00 IN UMAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN L/MAX 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B C 391 lb 1117 lb 391 lb 210 lb 699 lb 210 lb 601 lb 1816 lb 601 lb 0.27 in 0.83 in 0.27 in BEAM DATA Span Length •Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Left Center 3.25 ft 3.25 ft 2 ft 2 ft 3.25 ft 3.25 ft 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1235 psi Cd=1.15 C1=0.99 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: -590 ft -lb Over right support of span 1 (Left Span) Created by combining all dead loads and Controlling Shear: 908 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 live loads on span(s) 1, 2 Comparisons with required sections: Req'd Section Modulus: 5.74 in3 Area (Shear): 6.58 in2 Moment of Inertia (deflection): 3.82 in4 Moment: -590 ft -lb Shear: 908 lb Provided 49.91 in3 32.38 in2 230.84 in4 5135 ft -lb 4468 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:49 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Left Center 275 plf 275 plf 165 plf 165 plf 7 plf 7 plf 447 plf 447 plf NOTES Projebt:` M3422B3S-2R Location: RX. MBA WNDW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1582.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 113 lb 113 lb Dead Load 92 lb 92 lb Total Load 205 lb 205 lb Bearing Length 0.09 in 0.09 in BEAM DATA Span Length Unbraced Length -Top 6 ft 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - -L' = 625 psi Adjusted Controlling Moment: 307 ft -lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 205 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 2.97 in3 49.91 in3 Area (Shear): 1.48 in2 32.38 in2 Moment of Inertia (deflection): 6.22 in4 230.84 in4 Moment: 307 ft -lb 5166 ft -lb Shear: 205 lb 4468 lb Jeffrey deRoulet +Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:50 PM page of ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 0.8 ft 25 psf 15 psf 0.8 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 38 plf Beam Uniform Dead Load: wD_adj = 31 plf Total Uniform Load: wT = 68 plf NOTES Project' M3422B3S-2R Location: U01. ENTRY PORCH Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.5IN x 9.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 101.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN L/1574 Dead Load 0.03 in Total Load 0.11 IN L/1062 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 995 lb 995 lb 480 lb 480 lb 1475 lb 1475 lb 0.43 in 0.43 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center 9.33 ft 1.33 ft 4 :12 1.00 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 875 psi Fb' = 1005 psi Cd=1.15 CI=1.00 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3439 ft -lb 4.665 ft from left support Created by combining all dead and live loads. Controlling Shear: -1474 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 41.05 in3 82.73 in3 Area (Shear): 11.31 in2 52.25 in2 Moment of Inertia (deflection): 133.27 in4 392.96 in4 Moment: 3439 ft -lb 6931 ft -lb Shear: -1474 lb 6810 lb .Jeffrey deRoulet 'Architects Northwest 18915 142nd Ave NE Suite 100 =—`Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:50 PM page /of LOADING DIAGRAM 9.33 ft B ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 2 ft FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = Side 1 40 psf 10 psf 2.8 ft Side 2 25 psf 15 psf 2 ft 0 plf Side 2 40 psf 10 psf 0 ft BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 100 plf wD-roof = 63 plf wL-floor = 113 plf wD-floor = 28 plf BSW = 11 plf wL = 213 plf wD = 103 plf wT = 316 plf wT-cont = 316 plf NOTES Project: M342B3S-2R Location: UO2. DINING / LIVING Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.125 IN x 12.0 IN x 9.67 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 73.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.14 IN L/834 Dead Load 0.04 in Total Load 0.18 IN L/659 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2771 lb 2771 lb 732 lb 732 lb 3503 lb 3503 lb 1.72 in 1.72 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 9.67 ft 1.33 ft 1.00 1.5 0.06 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 C1=1.00 265 Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Fv = Cd=1.00 E_ Fc - -L= psi psi psi 1800 ksi 650 psi Controlling Moment: 8470 ft -lb 4.835 ft from left support Created by combining all dead and live loads. Controlling Shear: 3504 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2389 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Req'd Provided 42.55 in3 75 in3 19.83 in2 37.5 in2 259.11 in4 450 in4 8470 ft -lb 14931 ft -lb 3504 lb 6625 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:50 PM page /of LOADING DIAGRAM 9.67 ft B FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 7.1 ft 7.3 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 573 plf wD = 143 plf BSW = 8 plf wT = 725 plf NOTES Project" M3422B3S-2R Location: UO3. FOYER / LIVING Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 6.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 194.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2497 Dead Load 0.01 in Total Load 0.04 IN L/1935 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 269 lb 3954 lb 86 lb 2275 lb 355 lb 6229 lb 0.16 in 2.85 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 6.5 ft 0 ft 6.5 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E. 1600 ksi Fc -1 = 625 psi Adjusted Fb' = 1170 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 1014 ft -lb 3.9 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -787 lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 10.4 in3 30.66 in3 Area (Shear): 6.56 in2 25.38 in2 Moment of Inertia (deflection): 21.37 in4 111.15 in4 Moment: 1014 ft -lb 2989 ft -lb Shear: -787 lb 3045 lb ! 4Jeffrey deRoulet - • Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:50 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 27 plf 7 plf 6 plf 40 plf POINT LOADS - CENTER SPAN Load Number One Live Load 3339 lb Dead Load 2103 lb Location 6.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 213 plf 53 plf 213 plf 53 plf 3.17 ft 6.5 ft 3.33 ft NOTES Project M3422B3S-2R Location: U04. DECK BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 17.5 FT Pressure Treated 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 47.8% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.30 IN L/709 Dead Load 0.06 in Total Load 0.36 IN L/591 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1663 lb 1663 lb 333 lb 333 lb 1996 lb 1996 lb 0.56 in 0.56 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 17.5 ft 1.33 ft 1.00 1 0.06 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Speci Base Fb = Fb_cmpr Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = Ci=0.95 Comp. -L to Grain: Fc - = Bending Stress: es Values 2400 psi Controlled by: = 1850 psi Fb' = 1918 psi 0=1.00 Ci=0.80 265 psi Fv' = 212 psi Ci=0.80 1800 ksi E' = 1710 ksi Adjusted 650 psi Fc - -L' = 650 psi Controlling Moment: 8730 ft -lb 8.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1995 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 54.63 in3 132 in3 14.12 in2 66 in2 535.85 in4 792 in4 8730 ft -lb 21095 ft -lb 1995 lb 9328 lb Jeffrey deRoulet jr,-,Z,1‘4 Architects Northwest ,"" 18915 142nd Ave NE Suite 100 r..- Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:51 PM page //of FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load Side 1 Side 2 40 psf 40 psf 5 psf 5 psf 0 ft 4.8 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 190 plf wD = 24 plf BSW = 14 plf wT = 228 plf NOTES Project: M3422B3S-2R Location: U05. FAM WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 10.5 IN x 9.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 72.3% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.13 IN L/827 Dead Load 0.04 in Total Load 0.17 IN L/652 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2503 lb 2503 lb 788 lb 788 lb 3291 lb 3291 lb 1.45 in 1.45 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 9 ft 1.33 ft 9 ft 1.00 1 0.04 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 CI=1.00 Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Fv = Cd=1.00 E_ Fc -1= psi psi 265 psi Adjusted Controlled by: Fb' = 2392 psi Fv' = 265 psi 1800 ksi E' = 1800 ksi 650 psi Fc - = 650 psi Controlling Moment: 6819 ft -lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3290 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 34.2 in3 64.31 in3 Area (Shear): 18.62 in2 36.75 in2 Moment of Inertia (deflection): 195.92 in4 337.64 in4 Moment: 6819 ft -lb ' 12822 ft -lb Shear: 3290 lb 6493 lb (Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 -?Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:51 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 510 plf 104 plf 8 plf 622 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 113 Ib 113 Ib Dead Load 92 lb 92 lb Location 1.5 ft 7.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 63 plf 128 plf 63 plf 128 plf Oft 1.5 ft 1.5 ft 63 plf 128 plf 63 plf 128 plf 7.5 ft 9.ft 1.5 ft NOTES Project. M3422B3S-2R Location: U06. NOOK / KITCHEN Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 13.33 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 78.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.19 IN L/855 Dead Load 0.05 in Total Load 0.24 IN L/664 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2333 lb 2333 lb 672 lb 672 lb 3005 lb 3005 lb 0.90 in 0.90 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 13.33 ft 1.33 ft 1.00 1 0.05 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2396 psi Cd=1.00 CI=1.00 265 psi Fv' = 265 psi Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --I- to Grain: Ad usted Fv = Cd=1.00 E_ Fc - = 1800 ksi E' = 1800 ksi 650 psi Fc - -1-' = 650 psi Controlling Moment: 10013 ft -lb 6.665 ft from left support Created by combining all dead and live loads. Controlling Shear: 3005 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 50.15 in3 123 in3 Area (Shear): 17.01 in2 61.5 in2 Moment of Inertia (deflection): 414.44 in4 738 in4 Moment: 10013 ft -lb 24560 ft -lb Shear: 3005 lb 10865 lb 71, !Jeffrey deRoulet 'Architects Northwest 18915 142nd Ave NE Suite 100 ,,Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:51 PM page /of LOADING DIAGRAM A 13.33 ft FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load Side 1 Side 2 40 psf 40 psf 10 psf 10 psf 0.7 ft 8.1 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 350 plf wD = 88 plf BSW = 13 plf wT = 451 plf NOTES Project M3422B3S-2R Location: U08. PANTRY Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 INx7.25INx4.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 236.8% Controlling Factor: Moment \Taw ,Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:51 PM page /of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4235 Dead Load 0.00 in Total Load 0.01 IN L/3346 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 700 lb 700 lb Dead Load 186 lb 186 lb Total Load 886 lb 886 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 — A 4 ft B MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adjusted Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf . Floor Tributary Width FTW = 8.1 ft 0.7 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 1168 psi Cd=1.00 CI=1.00 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc - -- = 625 psi Fc -1' = 625 psi Controlling Moment: 886 ft -lb 2.0 ft from left support Created by combining all dead and live loads. BEAM LOADING Beam Total Live Load: wL = 350 plf Beam Total Dead Load: wD = 88 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 443 plf Controlling Shear: At support. Created by combining all dead and live loads. -886 lb Comparisons with required sections: Req'd Provided Section Modulus: 9.1 in3 30.66 in3 Area (Shear): 7.38 in2 25.38 in2 Moment of Inertia (deflection): 12.6 in4 111.15 in4 Moment: 886 ft -lb 2984 ft -lb Shear: -886 lb 3045 lb NOTES Proj'e'ct'. M3422B3S-2R Location: U09. HALL Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 3.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 477.3% Controlling Factor: Shear 3,T ,Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:52 PM page /of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 642 lb 642 lb Dead Load 176 lb 176 lb Total Load 818 lb 818 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 3.67 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 - 3.67 ft B A MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adjusted Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 8.1 ft 0.7 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 988 psi Cd=1.00 CI=1.00 CF=1.10 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. - to Grain: Fc - - = 625 psi Fc - -' = 625 psi Controlling Moment: 751 ft Ib 1.835 ft from left support Created by combining all dead and live loads. BEAM LOADING Beam Total Live Load: wL = 350 plf Beam Total Dead Load: wD = 88 plf Beam Self Weight: BSW = 9 plf Total Maximum Load: wT = 446 plf Controlling Shear: At support. Created by combining all dead and live loads. -818 lb Comparisons with required sections: Req'd Provided Section Modulus: 9.12 in3 73.83 in3 Area (Shear): 6.82 in2 39.38 in2 Moment of Inertia (deflection): 9.73 in4 415.28 in4 Moment: 751 ft -lb 6077 ft -lb Shear: -818 lb 4725 lb NOTES • Projects: M3422B3S-2R Location: U10. DEN/GUEST WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 INx9.0INx6.0FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 26.8% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.07 IN L/1056 Dead Load 0.04 in Total Load 0.11 IN U659 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1971 Ib 2744 Ib 1178 Ib 1645 Ib 3149 Ib 4389 Ib 1.38 in 1.93 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 6 ft 1.33 ft 6 ft 1.00 1 0.04 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2394 psi Cd=1.00 CI=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp.1 to Grain: Fc -1= 650 psi Fc - -- = 650 psi Bending Stress: Controlling Moment: 7016 ft -Ib 4.14 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4389 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 35.18 in3 47.25 in3 Area (Shear): 24.84 in2 31.5 in2 Moment of Inertia (deflection): 116.24 in4 212.63 in4 Moment: 7016 ft -lb 9425 ft -Ib Shear: -4389 Ib 5565 Ib Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:52 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 343 plf 193 pif 7 pif 543 pif POINT LOADS - CENTER SPAN Load Number One Live Load 2154 Ib Dead Load 1352 Ib Location 4.17 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 47 plf Left Dead Load 12 plf Right Live Load 47 plf Right Dead Load 12 plf Load Start 4.17 ft Load End 6 ft Load Length 1.83 ft 100 plf 60 plf 100 plf 60 plf Oft 4.17 ft 4.17 ft NOTES Project: M3422B3S-2R Location: U11. EDGE OF FLOOR @ STAIRS Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.125 IN x 12.0 IN x 11.67 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 68.4% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.17 IN L/808 Dead Load 0.05 in Total Load 0.22 IN L/635 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1821 lb 2343 lb 501 lb 631 lb 2322 lb 2974 lb 1.14 in 1.46 in BEAM DATA Span Length 11.67 Unbraced Length -Top 1.33 Unbraced Length -Bottom 11.67 Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.05 Notch Depth 0.00 Center ft ft ft MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 CI=1.00 265 Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Fv = Cd=1.00 E_ Fc -1 = psi psi psi Adjusted Controlled by: Fb' = 2389 psi Fv' = 265 psi 1800 ksi E' = 1800 ksi 650 psi Fc - -L' = 650 psi Controlling Moment: 7210 ft -lb 6.19 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2974 lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 36.21 in3 75 in3 Area (Shear): 16.84 in2 37.5 in2 Moment of Inertia (deflection): 267.22 in4 450 in4 Moment: 7210 ft -lb 14931 ft -lb Shear: -2974 lb 6625 lb Jeffre•y deRoulet • Architects Northwest 18915 142nd Ave NE Suite 100 ,Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:52 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 293 plf 73 plf 8 plf 374 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 213 plf 53 plf 213 plf 53 plf 8.17 ft 11.67 ft 3.5 ft NOTES Projec:Y M3422B3S-2R Location: U12. HALL Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 3.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 146.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN U8565 Dead Load 0.00 in Total Load 0.01 IN L/6710 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1497 lb 4755 lb 417 lb 2587 lb 1914 lb 7342 lb 0.87 in 3.36 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 3.33 ft 0 ft 3.33 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 990 psi Cd=1.00 CF=1.10 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 2475 ft -lb 1.33 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1914 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Redd Provided Section Modulus: 30 in3 73.83 in3 Area (Shear): 15.95 in2 39.38 in2 Moment of Inertia (deflection): 23.27 in4 415.28 in4 Moment: 2475 ft -lb 6091 ft -lb Shear: 1914 lb 4725 lb .-. 17. Jeffrey deRoulet 'Architects Northwest 18915 142nd Ave NE Suite 100 "*",Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:52 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf 14 plf 9 plf 77 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 2343 lb 3729 lb Dead Load 631 lb 2297 lb Location 1.33 ft 3.33 ft NOTES Project: M3422B3S-2R Location: U13. 8 FT OH DOOR HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.5 INx11.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 15.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1550 Dead Load 0.03 in Total Load 0.09 IN U1078 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2347 lb 2347 lb 1044 lb 1044 lb 3391 lb 3391 lb 0.99 in 0.99 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -- to Grain: Base Values Adjusted Fb = 875 psi Fb' = 874 psi Cd=1.00 CI=1.00 CF=1.00 Fv = 170 psi Fv' = 170 psi Cd=1.00 E = 1300 ksi E' = 1300 ksi Fc - -L= 625 psi Fc -1'= 625 psi Controlling Moment: 7640 ft -lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3391 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 104.88 in3 121.23 in3 Area (Shear): 29.92 in2 63.25 in2 Moment of Inertia (deflection): 232.81 in4 697.07 in4 Moment: 7640 ft -lb 8831 ft -lb Shear: 3391 lb 7168 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 7-..-a--"Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:53 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 340 plf 85 plf 14 plf 439 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 391 lb 1117 lb Dead Load 210 lb 699 lb Location 0.75 ft 4 ft Three 391 lb 210 lb 7.25 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 50 plf Left Dead Load 120 plf Right Live Load 50 plf Right Dead Load 120 plf Load Start 0 ft Load End 0.75 ft Load Length 0.75 ft 50 plf 120 plf 50 plf 120 plf 7.25 ft 8ft 0.75 ft NOTES Project: M3422B3S-2R Location: U14. GARAGE Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 15.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 26.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.30 IN L/609 Dead Load 0.08 in Total Load 0.37 IN L/481 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2775 lb 2775 lb 735 lb 735 lb 3510 lb 3510 lb 0.98 in 0.98 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 15 ft 1.33 ft 1.00 1 0.08 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 C1=1.00 Shear Stress: Fv = 265 Cd=1.00 Modulus of Elasticity: E = Comp. L to Grain: Fc - = Bending Stress: psi psi psi 1800 ksi 650 psi Controlling Moment: 13164 ft -lb 7.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 3510 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2397 psi Fv' = 265 psi E' = 1800 ksi Fc - -L' = 650 psi Req'd Provided 65.91 in3 132 in3 19.87 in2 66 in2 624.28 in4 792 in4 13164 ft -lb 26363 ft -lb 35101b 116601b Ar%rr Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 4s rky? Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:53 PM page /of LOADING DIAGRAM 15 ft B FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FDL = 10 psf 5 psf FTW = 7.5 ft 1.8 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 370 plf wD = 84 plf BSW = 14 plf wT = 468 plf NOTES Project': M3422B3S-2R Location: U15. GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.5 INx11.5INx17.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 43.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.26 IN L/798 Dead Load 0.10 in Total Load 0.35 IN L/581 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 704 lb 2989 lb 300 lb 906 lb 1004 lb 3895 lb 0.29 in 1.13 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 17 ft 0 ft 17 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 875 psi Fb' = 875 psi Cd=1.00 CF=1.00 Fv = 170 psi Fv' = 170 psi Cd=1.00 E = 1300 ksi E' = 1300 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 6171 ft -lb 12.24 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3895 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 84.63 in3 121.23 in3 Area (Shear): 34.37 in2 63.25 int Moment of Inertia (deflection): 431.84 in4 697.07 in4 Moment: 6171 ft -lb 8840 ft -lb Shear: -3895 lb 7168 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:53 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf 14 plf 14 plf 82 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2775 lb Dead Load 735 lb Location 15.5 ft NOTES Project: M3422B3S-2R Location: U16. GARAGE Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 21.0IN x 19.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 111.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.18 IN L/1288 Dead Load 0.12 in Total Load 0.30 IN L/763 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 3239 lb 5399 lb 2549 lb 3270 lb 5788 lb 8669 lb 1.62 in 2.42 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 19 ft 2 ft 19 ft 1.00 1 0.12 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 C1=1.00 Cv=O. Adjusted Controlled by: Fb' = 2276 psi 95 Fv = 265 psi Fv' = 265 psi Cd=1.00 E = 1800 ksi E' = 1800 ksi Fc - -L = 650 psi Fc -1' = 650 psi Controlling Moment: 35187 ft -lb 11.4 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -8669 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Section Modulus: 185.52 in3 Area (Shear): 49.07 in2 Moment of Inertia (deflection): 2003.02 in4 Moment: 35187 ft -lb Shear: -8669 lb Provided 404.25 in3 115.5 in2 4244.63 in4 76675 ft -lb 20405 lb k.--- `amJeffrey deRoulet .d.. , Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:53 PM page 7 LOADING DIAGRAM TR1 w TR2 TR3 2 19 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 197 plf 174 plf 25 plf 396 plf • POINT LOADS - CENTER SPAN Load Number One Two Live Load 939 lb 2775 lb Dead Load 593 lb 735 lb Location 13.5 ft 15.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 0 plf 0 plf 100 plf 60 plf Oft 7.5 ft 7.5 ft Three 100 plf 75 plf 60 plf 45 plf 100 plf 0 plf 60 plf 0 plf 7.5ft 13.5 ft 13.5 ft 19 ft 6 ft 5.5 ft NOTES Project M3422B3S-2R Location: U17. 16 FT OH DOOR HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 18.0IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 63.8% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.13 IN L/1497 Dead Load 0.08 in Total Load 0.21 IN L/929 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A 2181 lb 6178 lb 1334 lb 3772 lb 3515 lb 9950 lb 1.06 in 2.99 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16 ft 0 ft 16 ft 1.00 1 0.08 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Cv=0.99 Shear Stress: Fv = 265 psi Cd=1.00 Bending Stress: Modulus of Elasticity: Comp. L to Grain: E = 1800 ksi Fc -1= 650 psi Adjusted Controlled by: Fb' = 2368 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 20946 ft -lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -9950 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 106.14 in3 276.75 in3 Area (Shear): 56.32 in2 92.25 in2 Moment of Inertia (deflection): 965.53 in4 2490.75 in4 Moment: 20946 ft -lb 54616 ft -lb Shear: -9950 lb 16298 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:54 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 50 plf 30 plf 20 plf 100 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 500 lb 500 lb Dead Load 352 lb 352 lb Location 4 ft 12 ft Three 5399 lb 3270 lb 14 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 70 plf 18 plf 70 plf 18 plf Oft 14 ft 14 ft 40 plf 10 plf 40 plf 10 plf 14 ft 16 ft 2ft Three 25 plf 15 plf 25 plf 15 plf Oft 2ft 2ft Four 25 plf 15 plf 25 plf 15 plf 14 ft 16 ft 2ft NOTES ti Project: M3422B3S-2R Location: UX. DINING WNDW HDR Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 176.0% Controlling Factor: Moment -!?Jeffrey deRoulet `Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:54 PM page of DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3221 Dead Load 0.01 in Total Load 0.03 IN L/2526 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 850 lb 850 lb Dead Load 233 lb 233 lb Total Load 1083 lb 1083 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 �, e_ A- , eft B MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adjusted Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 0 ft 7.1 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 1078 psi Cd=1.00 C1=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. L to Grain: Fc -1= 625 psi Fc - -t-' = 625 psi Controlling Moment: 1625 ft Ib 3.0 ft from left support Created by combining all dead and live loads. BEAM LOADING Beam Total Live Load: wL = 283 plf Beam Total Dead Load: wD = 71 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 361 plf Controlling Shear: At support. Created by combining all dead and live loads. 1083 lb Comparisons with required sections: Req'd Provided Section Modulus: 18.09 in3 49.91 in3 Area (Shear): 9.03 in2 32.38 in2 Moment of Inertia (deflection): 34.4 in4 230.84 in4 Moment: 1625 ft -lb 4483 ft -lb Shear: 1083 lb 3885 lb NOTES Projecir M3422B3S-2R Location: UX. FOYER DOOR HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 45.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2044 Dead Load 0.02 in Total Load 0.06 IN L/1218 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1546 lb 1546 lb 1088 lb 1088 lb 2634 lb 2634 lb 1.20 in 1.20 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES' #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 3083 ft -lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2633 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 34.26 in3 49.91 in3 Area (Shear): 21.94 in2 32.38 in2 Moment of Inertia (deflection): 68.26 in4 230.84 in4 Moment: 3083 ft -lb 4492 ft -lb Shear: -2633 lb 3885 lb ,,Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:54 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 90 plf 45 plf 7 plf 142 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 638 lb 638 lb Dead Load 414 lb 414 lb Location 1.5 ft 4.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 425 plf Left Dead Load 345 plf Right Live Load 425 plf Right Dead Load 345 plf Load Start 0 ft Load End 1.5 ft Load Length 1.5 ft 425 plf 345 plf 425 plf 345 plf 4.5 ft 6ft 1.5 ft NOTES { Project: M3422B3S-2R Location: UX. GARAGE UNDER PT LD Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] (2) 1.5 INx11.25INx3.5FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 72.8% Controlling Factor: Moment Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Flor±r,r-±*&,-.CZt Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:55 PM page of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.01 IN L/8084 Dead Load 0.00 in Total Load 0.01 IN L/4870 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 884 lb 1185 lb 567 lb 834 lb 1451 lb 2019 lb 0.77 in 1.08 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 3.5 ft 0 ft 3.5 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 2746 ft -lb 1.99 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2019 lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 36.61 in3 63.28 in3 Area (Shear): 16.83 in2 33.75 in2 Moment of Inertia (deflection): 26.31 in4 355.96 in4 Moment: 2746 ft -lb 4746 ft -lb Shear: -2019 lb 4050 lb UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 54 plf 14 plf 7 plf 75 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1805 lb Dead Load 1147 lb Location 2 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 50 plf 120 plf 50 plf 120 plf 2ft 3.5 ft 1.5 ft NOTES Projtol: M3422B3S-2R Location: UX. HALL Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 206.8% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/7515 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 923 lb 923 lb 534 lb 534 lb 1457 lb 1457 lb 0.67 in 0.67 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center 3 ft 1.33 ft 4 :12 1.00 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1239 psi Cd=1.15 C1=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 1092 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1456 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 10.58 in3 49.91 in3 Area (Shear): 10.55 in2 32.38 in2 Moment of Inertia (deflection): 11.06 in4 230.84 in4 Moment: 1092 ft -lb 5154 ft -lb Shear: 1456 lb 4468 lb NOTES Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:55 PM page of LOADING DIAGRAM A 3 ft B ROOF LOADING Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 9 ft FLOOR LOADING Side 2 25 psf 15 psf 2 ft Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 8.5 ft 0 ft Wall Load WALL = 90 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 275 plf wD-roof = 174 plf wL-floor = 340 plf wD-floor = 85 plf BSW = 7 plf wL = 615 plf wD = 356 plf wT = 971 plf wT-cont = 971 plf ProJ.ec4 , M3422B3S-2R Location: UX. KITCHEN WNDW HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 9.0 IN x 2.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/7635 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1575 lb 3844 lb 1058 lb 2465 lb 2633 lb 6309 lb 0.79 in 1.89 in BEAM DATA Center Span Length 2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 2 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 Fb cmpr = 1850 Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = Comp. -I- to Grain: Fc - = Bending Stress: psi psi Adjusted Controlled by: Fb' = 2400 psi 265 psi Fv' = 265 psi 1800 ksi 650 psi E' = 1800 ksi Fc - -L'= 650 psi Controlling Moment: 3055 ft -lb 1.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6309 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Section Modulus: 15.28 in3 Area (Shear): 35.71 in2 Moment of Inertia (deflection): 14.68 in4 Moment: 3055 ft -lb Shear: -6309 lb NOTES Provided 69.19 in3 46.13 in2 311.34 in4 13838 ft -lb 8149 lb Jeffrey deRoulet Architects Northwest 18915 142nd Ave NE Suite 100 Woodinville, WA 98072 StruCalc Version 9.0.2.5 1/11/2016 5:37:55 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 440 plf 345 plf 10 plf 795 plf POINT LOADS - CENTER SPAN Load Number One Live Load 4538 lb Dead Load 2814 lb Location 1.5 ft �eqX�f En�ghee'i�ge �ce 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, e-mail: RBergqu510@aol.com March 8, 2005 Mr. Harry Singh 216254''Avenue S Normandy Park, Washington 98198 Re: Geotechnical Engineering Services Proposed Pieper Short Plat Subdivision 17083 53d Avenue South Tukwila, Washington BES Project Number. 200415, Report 2 REC !JAN .15, 2016 TUKWW PUBLIC WORKS RE LEWED FOR CODE COMPLIANCE APPROVED FEB 1.7 2016 Ci of Tukwila G DIVISION Dear Mr. Singh: Bergquist Engineering Services is pleased to provide this report of the geotechnical exploration and engineering analysis for the referenced project. The attached report summarizes project and site data, describes the services we performed, presents our findings, and provides recommendations regarding design of the foundations, lateral earth pressures, drainage, and earthwork. The appendix presents site maps, test pit logs, explanatory aids, and computer printouts of the stability analyses. We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we may be of further service, please contact us. I EXPIRES July 2006 Copies to: Addressee (5) GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION RECEIVED ITV OF TUKWILA JAN 142016 -41 Sincerely, Bergquist Engineering Services PERMIT CENTER Richard A. Bergquist, P.E. Principal TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. SCOPE OF SERVICES 2 4. SITE CHARACTERIZATION 3 4.1 Site Classification 3 4.2 Surface 3 4.3 Subsurface Soil and Groundwater 4 5. DISCUSSION 4 6. RECOMMENDATIONS 5 6.1 Seismic Considerations 5 6.2 Foundations 5 6.3 Slabs -on -Grade 6 6.4 Earthwork 6 6.4.1 Site Clearing 6 6.4.2 Excavation 6 6.4.3 Foundation Preparation 6 6.4.4 Slab -on -Grade Preparation 8 6.4.5 Materials 8 6.4.6 Placement and Compaction 9 6.5 Drainage 9 6.6 Groundwater 10 6.7 Erosion 10 6.8 Slope Stability 10 6.9 Construction Observation and Testing 12 7. REPORT LIMITATIONS . 13 APPENDIX Vicinity Map Al Site Plan A2 Test Pit Logs A3 Test Pit Log Notes A8 Unified Soil Classification System Al 0 Schematic of Footing Drain Al 1 Computer Printouts of Slope Stability Analyses Al 2 Notes A22 GEOTECHNICAL EXPLORATION and ENGINEERING EVALUATION PROPOSED SUBDIVISION NINE LOT PIEPER SHORT PLAT 17083 53'd AVENUE SOUTH TUKWILA, WASHINGTON KING COUNTY PARCEL NUMBER: 812500232 prepared for. Mr. HARRY SINGH BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200415 -REPORT 2 MARCH 8, 2005 1. INTRODUCTION This report presents the results of our geotechnical exploration for the proposed subdivision to be constructed on the 3.13 -acre site at 17083 53'd Avenue S in Tukwila, Washington. The location of the site is shown on the Vicinity Map on page Al in the Appendix of this report. The geotechnical exploration was performed by Bergquist Engineering Services (BES) to provide information or recommendations regarding: • seismic design considerations including liquefaction potential, • allowable bearing capacity and depth of suitable foundation systems with estimated settlements, • lateral earth pressures and friction coefficients, • influence of groundwater on the development, • drainage, • stability of existing slopes, • site preparation, earthwork, and excavation -slope considerations. Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 Mr. Harry Singh authorized our work by signing and returning a copy of BES Proposal Number 1062005, dated February 16, 2005. 2. PROJECT DESCRIPTION Current plans provided by Jaeger Engineering indicate that the 3.13- acre site will be subdivided into nine lots for the eventual construction of eight, single-family residential buildings. An existing house occupies Lot 9 and it will remain. Access to the properties will be provided by an "L" -shaped road with a cul-de-sac. A buried concrete vault for stormwater detention will be constructed on the south side of the access road. City water and sanitary sewer will service the buildings. Actual foundation loads were not provided at the time this report was prepared. Therefore, we have assumed that individual column loads will not exceed 100 kips and continuous wall loads will not exceed 4 kips per lineal foot. If the actual foundation loads are greater than those stated herein, the geotechnical engineer must be notified to determine whether the recommendations presented herein require revision. The stormwater vault will have a bottom elevation about 10 to 12 feet below existing grade. 3. SCOPE OF SERVICES The geotechnical engineering evaluation of this property has been done in two phases. Phase 1 included a reconnaissance of the site by the geotechnical engineer, development of a representative cross-section of the existing slopes on the site, a review of geologic literature, and estimating safety factors of the existing slopes by computer analysis. The results of Phase 1 were presented in BES Report Number 200415 Report 1 dated July 29, 2004. The scope of services for this report, Phase 2, included: excavating, logging, and sampling eight (8) test pits; laboratory testing; engineering and slope stability analysis; and preparation of this report. Soil samples were taken at the intervals noted on the individual test pit logs, which are presented in the Appendix on pages A3, A4, A5, A6, and A7 of this report. Several of the test pits were left open to estimate the depth to groundwater while the remaining test pits were excavated. All test pits were backfilled with the excavated site -soils on February 28, 2005 prior to leaving the site. Bergquist Engineering Services Page 2 of 13 -. Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, :Report 2 The soil samples were returned to our laboratory for analysis, which included visual classification, determination of the natural moisture content of selected samples, and estimation of their unconfined compressive strength with a calibrated -spring penetrometer. The field and laboratory data were then evaluated by the geotechnical engineer relative to the proposed construction. The engineering recommendations and advice presented in this report have been made in accordance with generally accepted geotechnical -engineering practices in `' the area. 4. SITE CHARACTERIZATION The information presented in this section was gathered by BES personnel for geotechnical engineering purposes only. This site characterization was not intended to address the presence 160 or likelihood of contamination on or around the site. Specialized methods and procedures, which were not a part of this scope of services, are required for an adequate environmental site assessment. 4.1 Site Classification According to Plate 1 Generalized Geologic Map of Seattle and Suburban Areas by Gaister, R. W., and Laprde, W.T., 1991, the site soils are comprised of Vashon Stade till and Vashon recessional sand and gravel. Based on the soil classification and density as determined by the test pits, the soils at this site are not susceptible to liquefaction. 4.2 Surface Most of the 3.13- acre site is relatively flat and level but the property incorporates a north-northeast to south-southwest trending steep slope that roughly parallels InterArte 5 along the east and southeast .,. side of the property. The steep slopes decline from appnrximate crest elevation of 240 feet to approximate elevation 160 feet at slopes ranging from 60 percent (31° from horizontal) to about 900 percent (88° from horizontal). The slopes are covered with a moderately dense stand of predominantly large leaf maple trees. Several of the frees along the northernmost portion of the properly are bowed slightly, which indicates that there has been some creeping of the slope. The paved walk southeast of the existing Pieper residence are crocked and slightly offset down suggesting that the slope has been creeping over time. South of the existing house, there are some shallow earth fissures about 25 feet from and parallel to the major slope -break. Mr. Pieper reported amp Bergquist Engineering Services Page 3 of 13 Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 that years ago, he had placed fill on the surface of the site, south of the existing house. According to him, the fill thickness ranges from zero feet along a line about 25 feet west of the major slope break to about four feet in thickness at the major slope break (See attached drawing for the described features.) 4.3 Subsurface Soil and Groundwater The subsurface soil and groundwater conditions at this site are described in the following paragraphs and are presented graphically on the test pit logs in the Appendix of this report. The stratification lines, indicated on the test pit logs, represent the approximate boundaries between soil types. Actual boundaries may be gradual and the transitions may not be easily discernible during site excavation. In general, most of the site is covered with a 4- to 12 -inch thick layer of topsoil consisting of dark brown, loose SAND SILT (SM) trace gravel and roots to Sandy SILT (ML) trace gravel and roots. Underlying the topsoil, reddish -brown to gray -brown, medium dense to dense, fine SAND (SP) to SAND -SILT (SM), with gravel and occasional cobble was encountered to a depth of about two to four to five feet below the surface. The natural moisture content of these soils ranges from 12.7 to 34.3 percent. Underlying the weathered till, light brown to gray, dense to very dense SAND (SP) to SAND -SILT (SP -SM) with gravel, occasional cobble, trace boulder was encountered to the termination depth of the test pit. The natural moisture content of this layer ranges from 7.6 to 17.4 percent. Two and one-half feet of probable fill, consisting of loose to medium dense, fine- to medium - grained SAND (SP) to loose SAND -SILT (SM) occasional gravel, occasional cobble, was encountered on the surface in the southwest corner of the site (Test Pits 7 and 8.) Groundwater was encountered in Test Pits 4, 5, and 6 in the form of seepage above the denser till. Therefore, the seepage water is considered perched stormwater trapped in the upper, loose soils. 5. DISCUSSION The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface conditions encountered in the test pits adequately represent conditions near and between the Bergquist Engineering Services Page 4 of 13 Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Projed Number 200415, -Report 2 exploratory test pits. Because project conditions regarding type and location of structures and foundation loads can change and because subsurface conditions are not always similar to those encountered in the test pits, the geotechnical engineer must be contacted for review and possible revision of the recommendations if discrepancies are noticed. 6. RECOMMENDATIONS The following sections present recommendations regarding seismic considerations, foundations, lateral earth pressures, and for earthwork, excavations, drainage, and groundwater. 6.1 Seismic Considerations According to Figure No. R301.2, the site is in Seismic Design Category D2. The average properties in the in the top 100 feet are estimated to be N>50, therefore, the soil profile is considered stiff. The native site soils are not susceptible l gaefadion--and therefore exhibit minimum seismic risk. 6.2 Foundations Conventional spread footing foundations may be used to support the proposed structures. Spread footing (continuous wall and individual column) foundations may be dimensioned using o net allowable bearing capacity of up to 2,000 psf if they are placed in the undisturbed, light brown, brown mottled reddish -brown, medium dense to dense SAND -SILT (SM) or SILT (ML) encountered at a depth of abo4 to 36 inches below the existing ground surface of the site. The foundations shall not be placed in the probable fill or above the relic topsoil encountered at the site in the vicinity of Test Pits 3, 6, and 7. Where fill is encountered, it shall be removed and the footings extended to bear in the undisturbed native soil. Alternatively, the fill shall be removed well beyond the footing width to a depth to expose the native soil. The removed fill may be placed in loose lifts not to exceed 10 inches and compacted. Each lift shall be compacted to at least 95 percent of the maximum laboratory density as determined by ASTM D1557 before placement of succeeding lifts. Bergquist Engineering Services Page 5 of 13 VS Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 The recommended minimum dimension for continuous wall footings is 18 inches and for individual column footings, the recommended minimum dimension is 24 inches. All perimeter footings must be placed at least 18 inches below finished grade for frost protection. Interior footings shall be placed at least 12 inches below finished adjacent grade. The allowable bearing capacities may be increased by one-third for wind and seismic loads. If the recommendations in this report are followed, total settlement of the foundation will be less than one inch (1 inch) with differential settlements of less than three-quarters of an inch (3/4 inch.) Lateral earth pressures for design of foundations, detention vault walls, or short retaining walls with level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below: Active: Undisturbed subsoils 40 psf/ft. Compacted granular soils 35 psf/ft. Passive: Continuous footings 250 psf/ft. Column footings 300 psf/ft. At -Rest Detention Vault Walls 65 psf/ft A coefficient of friction between footings and bearing soils of 0.35 may be used to resist lateral foundation loads. If passive earth pressures are used in conjunction with base friction to resist lateral loads, reduce the ultimate coefficient of friction to 0.30. Footings, stem walls, and retaining walls must be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer must determine the size, quantity, and location of reinforcement. All footing excavations at this site must be inspected by the geotechnical engineer prior to placement of construction forms and reinforcement steel. 6.3 Slabs -on -Grade Slabs -on -grade must be supported on a minimum four -inch thick, free -draining sand or gravel base that follows gradation and compaction recommendations provided in Table 6.1 of this report. All concrete, especially slabs -on -grade, should be placed at minimum water -cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before subjecting them to full Bergquist Engineering Services Page 6 of 13 Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 design loads. Any concrete that will be exposed to the elements should be entrained with four to six percent air to minimize damage from freeze -thaw cycles Polyethylene sheeting must be carefully placed on the granular base to act as a vapor retarder between the concrete and soil. A two- to four -inch thick layer of sand maybe placed over the polyethylene sheeting to improve concrete curing and to protect the sheeting from damage during placement of the slab elements. If provided, floor coverings shall not be placed until the concrete floor has cured sufficiently. 6.4 Earthwork The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: Strip and remove any topsoil, tree stumps, weeds, old rubble fill, concrete slabs -on -grade, and other deleterious materials from the project area prior to construction. After site clearing, the exposed surface must be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. 6.4.2 Excavation: Conventional -excavating equipment should be suitable for the proposed shallow foundation excavations. Use excavating buckets without teeth to excavate all foundations so as not to disturb the bearing surfaces. Shallow excavations (less than four feet in depth) will stand open with vertical side slopes for short durations: however, according to Chapter 296-155, Part N of the Safety Standards for Construction Work in the State of Washington, the site soils classify as Type C. Therefore, side slopes of excavations deeper than four (4) feet must be no steeper than one and one-half (1.5) horizontal to one (1) vertical (1.5H:1 V). If the dimensions of the site prevent the use of maximum slopes of 1.5H:1 V, the slopes must be stabilized or shored to facilitate safe excavations. The geotechnical engineer must be contacted for additional recommendations if such techniques are going to be employed. 6.4.3 Foundation Preparation: Except where fill is encountered, specialized treatment of the foundation soils is not anticipated at this site if the foundations are placed in the medium dense to dense SAND -SILT to SILT. The excavations, however, must be made carefully using a backhoe bucket without teeth so as not to disturb the bearing soils. If fill, loose, or soft soils are encountered at the footing elevation, they must be removed and replaced with properly Bergquist Engineering Services Page 7 of 13 lbw W I ihwr Ire 1.0 gar 11100 tS Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 compacted backfill as described in Sections 6.4.5 and 6.4.6 of this report or the footings may be extended to bear on undisturbed, native soils. 6.4.4 Slab -On -Grade Preparation: If the earthwork recommendations provided in this report are followed, specialized treatment of the soil beneath slabs -on -grade at this site is not generally expected to be necessary. However, if any debris, organic material, organic fill soils, loose soils, or other deleterious materials are encountered at the subgrade elevation they must be removed and replaced with structural backfill. 6.4.5 Materials: The on-site topsoil, SAND -SILT (SM), and SILT (ML) soils are not suitable for use as structural fill or backfill. The organic -rich topsoil must only be used in landscape or non-structural areas. Site SAND -SILT (SM) and SILT (ML) soils are considered not to be all- weather soils and should be worked only during the dry season. The soils identified as "Probable fill" encountered at Test Pits 3, 6, and 7 are likely suitable for use as structural fill and backfill if removed and compacted in accordance with Section 6.4.6 of this report. If additional soil is needed for structural fill or backfill to meet design grades, it must be imported and conform to the gradation presented in Table 6.1, and be approved by the geotechnical engineer prior to use. Samples must be submitted to the geotechnical engineer at least 72 hours before approval is required and before the materials are used. Gravel base and select materials for pavement subgrade must conform to local governmental standards, such as City of Tukwila, King County, or other suitable specifications approved by the geotechnical engineer. TABLE 6..1 GRADATION REQUIREMENTS FOR STRUCTURAL FILL 1 .>,¢ d °O Standai Sfeve . y , � }I .-1 green cthmr :.-.r- ic3-inch 3-inch 100 3/4 -inch 50-100 No. 4 25-65 No. 10 10-50 No. 40 0-20 No. 200 0-5* *Note: The percent passing the No. 200 sieve is based on the weight of the material passing the 3/4 -inch sieve. Bergquist Engineering Services Page 8 of 13 \. ilheJ Proposed Subdivision (Pieper Short Plat) March 8, 2005 BES Project Number 200415, -Report 2 Tukwila, Washington If construction is performed during the wet season, a granular base or work blanket will be required. Granular materials used as a work blanket should conform to the gradation presented in Table 6.2, and be approved by the geotechnical engineer prior to use. TABLE 6.2 GRADATION REQUIREMENTS FOR WORK BLANKET . .-.fry _ t5Startctard:5ieve .�, .^ 5 .. n'l._ .2'Y.r r: Per�cei Passing ...... 4 -inch 100 3/4 20 No. 200 5 maximum* *Note: The percent passing the No. 200 sieve is based on the +�+ weight of the material passing the 3/4 -inch sieve. rr must not be attempted. 6.4.6 Placement and Compaction: Structural fill and structural backfill must be placed in relatively horizontal loose lifts not exceeding ten (10) inches in thickness and compacted to at least 95 percent of the modified Proctor (ASTM D1557) maximum density at moisture contents within two (2) percent of optimum. Backfill against detention vault walls must be carefully compacted to 90 percent of ASTM D1557 with light equipment so as not to impose excessive lateral loads on the walls. Structural fill/backfill must be placed under the full-time observation of a representative of the geotechnical engineer, and the specified compacted density and moisture content of each lift must be verified by test, prior to placement of subsequent lifts. Placement on frozen ground 6.5 Drainage Good drainage is critical to the performance of earth -supported structures such as foundations and retaining walls. Therefore, construction grades and final site grades must be designed to prevent water from ponding in areas on or adjacent to foundations, slabs -on -grade, and pavements. Infiltration of water into foundation and utility excavations shall be prevented during construction and throughout the life of the project. A perimeter footing drain -system consisting of a perforated pipe surrounded by at least six inches of washed gravel will be required. The washed gravel must be separated from the '`i surrounding soil by a filter fabric such as Mirafi® 140N. The collected water must be tight - lined away from the building to a suitable discharge system but not discharged onto the top of Bergquist Engineering Services Page 9 of 13 b Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 any slopes. Roof and surface drains must be provided but they not must be connected to the footing -drain system. Roof drains may be discharged into the storm sewer system. A schematic of a footing -drain system is presented on page A8 in the Appendix of this report. Where pavement does not immediately abut structures, slopes, with an outfall of at least three (3) percent for a minimum distance of five (5) feet from exterior footings, must be provided. 6.6 Groundwater Groundwater was encountered in the form of seepage at a depth of about three to four and one-half (3 to 41/2) feet below the surface in Test Pits 2, 3, 6, and 7. This is interpreted as the ,r, groundwater level at the time of the exploration. Test Pits 4, 5, and 8 were backfilled immediately after completion, therefore, groundwater levels were not determined. Groundwater seepage was not observed in Test Pit 1. The groundwater level should be lbw les Yr Ism r ihr expected to fluctuate due to seasonal variations in precipitation and numerous other variables. Groundwater at this site should not present significant problems during construction. If groundwater is encountered, shallow sumps with pumps should be sufficient to dewater shallow excavations. Pump water shall not be discharged onto or near the existing slopes. 6.7 Erosion The soils at this site classify as fine-grained SAND -SILT (SM) some gravel according to the Unified Soil Classification System. These soils have a relatively high erosion potential, however, because of the shallow slopes in the proposed construction areas on this site, properly placed silt fences and straw bales should be sufficient for erosion control even during periods of heavy rainfall. 6.8 Slope Stability The project site is. underlain predominantly by a Vashon till. The generalized engineering properties of this soil unit, as described on the aforementioned geologic map, are as follows: SOIL UNIT GENERALIZED ENGINEERING PROPERTIES Vashon till Very slow infiltration rates, excellent foundation stability, stands on steep natural and cut slopes for long periods, and good seismic stability. Bergquist Engineering Services Page 10 of 13 Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 The slope stability analyses for this study were performed using XSTABL software developed by Interactive Software Designs, Inc. XSTABL performs a Iwo dimensional limit equilibrium analysis to compute the factor of safety for a layered slope according to either: (1) General Limit Equilibrium (GLE) Method, (2) Janbu's Generalized Procedure of Slices (GPS), (3) Simplified Bishop, or (4) Simplified Janbu. XSTABL calculates a FOS (factor of safety), which is the result of dividing the total forces supporting the slope by the total forces that are tending to destabilize the slope. If the FOS is greater than 1.00, the slope is considered stable; if the FOS is less than 1.00, the slope is considered to be unstable. A FOS of 1.00 indicates the slope is in bur perfect equilibrium. Because of the uncertainty regarding pertinent soil parameters used in the analyses and the variability of soil, slope, and ground water conditions, a non -seismic (static) FOS greater than 2.0 and a seismic (dynamic) FOS greater than 1.5 is recommended by the City of Tukwila for the proposed residential construction. us SOIL UNIT ENGINEERING PROPERTIES USED IN STABILITY ANALYSIS Moist Unit Weight Cohesion (C) Angle of Internal Friction (C) 1, Vashon till 138.0 pcf 1,000 psf 38° 2, Weathered 1111 132.0 pcf 250 psf 30° Note: These properties are based on the recent subsurface exploration and are within the range of values suggested in a publication entitled Geotechnical Properties ofGeo%gicMaferiab by Jon W. Koloski, Sigmund D. Schwarz, and Donald W. Tubbs Two cross-sections (labeled A -A' and B -B') of the existing slopes (see page A2) were analyzed for stability. Cross-section A A' was at the steepest slope in the area of new construction. Cross- section B -B' was at the steepest slope that intercepts the proposed buried stormwater vault. "' The computer program was instructed to calculate the estimated FOS for 1600 potential shear surfaces during each iteration using one of the above-described methods. The attached graphs show the locations of the weakest surfaces analyzed within the slope segment selected for analysis, with the surface having the lowest FOS highlighted. log r.+ Based on the analyses, the existing slope at A A' has an estimated minimum factor of safety during static conditions of 2.409 against shallow failure (see page Al 2 and A13) and 2.5 against deep-seated failure (see page Al 4 and A15.) The existing slope at A A' has an estimated minimum factor of safety during seismic (dynamic) conditions of 0.30g against Bergquist Engineering Services Page 11 of 13 ND Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Project Number 200415, -Report 2 shallow failure of 1.668 (see page Al 6 and A17) and 1.502 against deep-seated failure (see bni page A18 and A19.) thi of 25 feet from the buffer be established. Construction and disturbance of vegetation within the buffer shall not be permitted. No significant structures, such as residential buildings or garages, shall be constructed within the 25 -foot area between buffer and building setback line. Accordingly, we recommend that a buffer of 25 feet from the crest of the slope and a building setback The slope at B -B' with a 700 psf surcharge of the stormwater vault has an estimated minimum factor of safety during static conditions of 3.873 (see page A22 and A23) and 1.760 during seismic (dynamic) conditions of 0.30g (see page A20 and A21.) Because of the flatter slope at B -B', the stormwater vault may be located as close as 25 feet from the crest of the slope. Accordingly, we recommend that a buffer of 25 feet from the crest of the slope and a building setback of 25 feet from the buffer be established. Construction and disturbance of vegetation within the buffer shall be permitted. No significant structures such as residential buildings or garages shall be constructed within the 25 -foot area between buffer and building setback line. The vegetation on the slope shall be maintained over the life of the project. The soils along the toe of the slope shall not be disturbed or removed. The site shall be graded so as to minimize the flow of surface water over the slope. No drain lines shall be permitted to discharge on to any of the slopes. 6.9 Construction Observation and Testing The recommendations presented in this report rely on adequate observation and testing of construction materials and procedures by the geotechnical engineer or his qualified thr representative. At a minimum, the testing program must include: • Observation and review of site clearing and review of all foundation excavations to evaluate whether actual conditions are consistent with those encountered during exploration. • Observation and testing of placement and compaction of all fill and backfill materials to evaluate compliance with specifications. Bergquist Engineering Services Page 12 of 13 is Proposed Subdivision (Pieper Short Plat) March 8, 2005 Tukwila, Washington BES Projed Number 200415, -Report 2 • Field inspection and laboratory testing of materials and field inspection of methods as required by the appropriate Uniform Building Code. Typically, this includes inspection of placement of reinforcing steel; inspection and testing of portland cement concrete to evaluate compliance with specifications regarding slump, temperature, air content, and strength. 7. REPORT LIMITATIONS The recommendations presented in this report are for the exclusive use of MR. Harry Singh for the proposed residential development on King County Parcel Numbers: 812500232 in Tukwila, Washington. The recommendations are based on the subsurface information obtained by Bergquist Engineering Services (BES) and on design details provided by Mr. Jim Jaeger of Jaeger Engineering. If there are any revisions to the plans or if deviations from the subsurface conditions noted in this report are encountered during construction, BES must be notified immediately to determine whether changes to the foundation recommendations are required. After the plans and specifications are more complete, the geotechnical engineer must be provided the opportunity to review them to check that these engineering recommendations have been interpreted properly. o0o Bergquist Engineering Services Page 13 of 13 to tbd ta. air Ire ttr kra Iwo lbw low tar int z s5rsom E. 553554m E. 554358m E. iINitimmitasammil%int; .1. 1 ails= IWIN 1101.11 Ma All 'tam III . •• ,,,,,N '0,10 -Kir In C I it 111M-4.1,1111k--"Iiri _,.. 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Project Name: Proposed Pieper Short Subdivision Location: Tukwila, Washington Date: March 8, 2005 Bergquist Engineering Services Al For. Harry Singh BES Project Number. 200415-2 SITE PLAN Project Name: Proposed Pieper Short" Subdivision Location: Tukwila, Washington Date: March 8, 2005 Bergquist Engineering Services For. Harry Singh BES Project Number. 200415-2 A2 Log of Test Pit 1 Project: Pieper Plot Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28, 2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.E. Approximate Ground Surface Elevation: 242' r E. o'er` E o c 2 3 4 5 6 7 8 9 X10 BSI BS2 BS3 BS4 SM SM SP SP -SM SP -SM 20.9 12.7 17.4 7.6 Brown, medium dense SAND -SILT, trace grovel & roots (topsoil) t Brown, medium dense SAND -SILT, trace gravel 2_ Gray, medium dense, fine SAND, some gravel, occasional cobbles 3_ 4 Gray, dense to very dense SAND to SAND -SILT, with gravel, occasional cobble, trace boulder Oi/Ikuit digging at 8 feet _5_ 6 7- 8 9 10 END OF TEST PIT. DRY AT COMPLETION. DRY AT TWO HOURS AFTER COMPLETION. A3 hod Iwo Awl 164 ha Log of Test Pit 2 Prolect: Pieper Plat Subdivision Location: Tukwila, Washington BES Protect No.: 200415-2 Date Excavated: February 28,2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.E. Approximate Ground Surface Elevation: 250' I C... e 0 1 2 _3_ 4 _5_ 6 851 852 853 SM SM ML 30.0 Dark brown, loose, Sandy SILT, trace gravel & roots (Topsoil) 2 19.2 Brown and reddish brown, dense SAND -SILT, with gravel, occasional cobble, trace boulder 4 1½ his 5 20.0 Graxbrown, dense to very, dense SAND -SILT, with gravel Gray, dense SILT, occasional gravel, some sand 6 END OF TEST PIT. DRY AT COMPLETION. —7 Log of Test Pit 3 Pnajed: Pieper Plat Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28,2005 7 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A Bergquist, P.E. Approximate Ground Surface Elevation: 251' - • - S43ritiAti Tire and Nutobsf: . — --,- -,:. •_, . ;,,,,', :---,-.:-',-.--,.- ;.4' - , i , ' ,"-- _-....-. , _.' ' ''', -- - " - - - - - ‘-, " ' _ .,DesaiptionUnified $a Clazsthcation 5ytom) _ 1 2_ —4_ Bsi 852 SM SM - SP -SM ML 22.6 28.1 & roots IFill Brown, locsej§p_itchi_SILL trucegravel i 1 ' Dark brown, loose, Sandy SILT, trace gravel (Relic Topsoil) . 2: Brown, medium -dense, SAND to SAND -SILT, occasional gravel, _3_ occasional cobble — 4 Gray mottled reddish -brown, dense to very dense, 11/4 hrs I: —_5_ SILT, occasional gravel, occasional boulder _6 END OF TEST PIT. DRY AT COMPLETION. _6_ 7 _ _ 7— Iwo y emi Log of Test Pit 4 Project: Pieper Plat Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28, 2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.E. Approximate Ground Surface Elevation: 255' Depth (feet) • Semple Type and Number 01 s Description (Unified Soil Classification System) • _ _1_ 2 3_ 4_ 5 B51 BS2 SM ML SM SM 21.9 17.6-4— Dark brown loose,, Sanch§ILT, trace_gravel & roots (Topsoil) _1_ Reddish brown, medium dense SILT, some sand, occasional gravel — 2 Gray -brown, medium dense SAND -SILT, with gravel, occasional _ ,gravel 3_ Gray, very dense SAND -SILT, occasional gravel Qp=4.5` t — f 5_ _6_ END OF TEST KT. DRY AT COMPLETION. _6_ _ BACKFILLED AT COMPLETION. — _7_ 7 Log of Test Pit 5 Project: Pieper Plat Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28, 2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.E. Approximate Ground Surface Elevation: 255' A5 o rs C t s t� r'r 12 + Desaiplion �Clninied Sorg Classificati System) µ 3 K _ BSI ML 31.3 Dark brown looses SgtykSILTj irate gravel 8 rootsjTopsoiD 1 —1— BS2 SM 9.1 Reddish brown, medium dense SAND -SILT, occasional gravel _2: 3 BS3 SM 252 ' Light brown mottled brown, dense SAND -SILT, occasional gravel, 3 _ _ 4 occasional cobble 4_ — — More gravel and cobbles at 4'h feet — 5— BS4 SM 12.7 —5— _6_ END OF TEST PIT. DRY AT COMPLETION. 6 BACKFILLED AT COMPLETION. —7 7— A5 Log of Test Pit 6 Project: Pieper Plat Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28, 2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.E. Approximate Ground Surface Elevation: 254' 1.111•111•••••••,!••••••••• Depth (ftift) Sample ry afld Ntitilbet . .4-§ — f. - M i'l • . _ -III s - - '5 ,& Z v. e‘. .. . .. . Desaip5on (Unified Soil Classification System) - . . - , • • _ 1 - —2 :3_ —4_ :5_ BS1 B52 SP SM ML SP 12.6 26.1 _ 1 Brown, loose to medium dense, fine to medium grained SAND, occasional gravel (Probable fill) 2 . - -Acirichrsvi-na-199§c-Siikl.P.-.51KrA scgovirsii aroci Otelig_tP. picill ....1.. Light brown mottled reddish -brown, medium dense SILT 4 — — ' PAIITsuke - -- Gray -brown, medium dense SAND, occasional gravel — — _6_ END OF TEST RT. DRY AT COMPLETION. _6 7 Project: Pieper Plat Subdivision Location: Tukwila, Washington 16.4 BES Project No.: 200415-2 Date Excavated: February 28,2005 Imo Log of Test Pit 7 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A Bergquist, P.E. Approximate Ground Surface Elevation: 252 2 3 4 5 BSI B52 SM SM SM SP -SM 14.2 25.3 . Gray -brown, loose SAND -SILT, occasional gravel, occasional cobble (Probable fill) 2_ Dark brown, loosea SAND -SILT, trace gravel pelic Topsoil 1 hr .41, Gray mottled reddish -brown, medium dense SAND -SILT, occasional gravel Qp=3.0 isf 4— Brown, medium dense to dense SAND to SAND -SILT, occasional 5 gravel 6 7 END OF TEST PIT. DRY AT COMPLETION. _6 7 A6 Log of Test Pit 8 Project: Pieper Plat Subdivision Location: Tukwila, Washington BES Project No.: 200415-2 Date Excavated: February 28, 2005 Excavation Rig: Case 580K Extendahoe Excavated By: Ground Vision Excavating Logged By: R. A. Bergquist, P.F. Approximate Ground Surface Elevation: 253' I 2 3 4 5 BSI BS2 BS3 ML SM SM 33.0 34.3 10.5 Dark brown, loose, Sandy SILT, trace gravel & roots (Topsoil) Qp=1.0 isf Brown mottled reddish -brown, medium dense SAND -SILT, with gravel, occasional cobble Qp=25 bf 2 3 4 5 6 r7 END OF TEST PIT. DRY AT COMPLETION. _6_ BACKFILLED AT COMPLETION. 7— A7 TEST PIT LOG NOTES sm These notes and test pit logs are intended for use with this geotechnical report for the purposes and project described therein. The test pit logs depict BES's interpretation of INO subsurface conditions at the location of the test pit on the date noted. Subsurface conditions may vary, and groundwater levels may change because of seasonal or numerous other factors. Accordingly, the test pit logs should not be mode a part of construction plans or be used to define construction conditions. The approximate locations of the test pits are shown on the Site Plan. The test pits were located in the field by estimating distances from existing site features. "Sample Type" refers to the sampling method and equipment used during exploration where: • "BS" indicates a bulk sample taken from the ground surface or from the backhoe bucket. "Moisture Content" refers to the moisture content of the soil expressed in percent by weight as determined in the laboratory. "Description and Classification" refer to the materials encountered in the test pit. The descriptions and classifications are generally based on visual examination in the field and laboratory. Where noted, laboratory tests were performed to determine the soil classification. The terms and symbols used in the test pit logs are in general accordance with the Unified Soil Classification System. Laboratory tests are performed in general accordance with applicable procedures described by the American Society for Testing and Materials. "V" Indicates location of groundwater at the time noticed. IAAP ndicates location of water seepage and the elapsed time noticed. - TERMS for RELATIVE DENSITY of NON -COHESIVE SOIL Term Standard Penetration Resistance "N" Very Loose 4 or less Loose 5 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense Over 50 blows/foot A8 TEST PIT LOG NOTES continued TERMS for RELATIVE CONSISTENCY of COHESIVE SOIL Term Unconfined Compressive Strength Very Soft 0 to 0.25 tons/square-foot Soft 0.25 to 0.50 tsf Medium Stiff 0.50 to 1.00 tsf Stiff 1.00 to 2.00 tsf Very Stiff 2.00 to 4.00 tsf Hard Over 4.00 tsf DEFINITION of MATERIAL by DIAMETER of PARTICLE Boulder 8 -inches+ Cobble 3 to 8 inches Gravel 3 inches to 5mm Coarse Sand 5mm to 0.6mm Medium Sand 0.6mm to 0.2mm Fine Sand 0.2mm to 0.074mm Silt 0.074 to 0.005mm Clay less than 0.005mm Ire r r Wr Li to r r.w ter Sew for IMO UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) COARSE GRAINED SOILS (Less than 50% fines. Fines are soils passing the # 200 sieve.) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS GW GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. less GRAVELS More than half of coarse fraction is larger than No. 4 sieve. GP Poorly graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GM Silty GRAVELS, GRAVEL- SAND -SILT mixtures, more than 12% fines. GC Clayey GRAVELS, GRAVEL- SAND -CLAY mixtures, tenom than 12% fines. SW SANDS or Gravelly SANDS mixtures, less than 5%fines. less SANDS More than half of coarse fraction is smaller than No. 4 sieve. ' SP Poorly graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SMfi Silty SANDS, SAND -SILT mixtures, more than 12% SC Clayey SANDS, SAND -CLAY mixtures, more than 12% fines Note: Coarse-grained soils receive dual symbols if they contain between 5 and 12 percent fines. FINE-GRAINED SOILS (More than 50% fines. Fines are materials passing the # 200 sieve) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS ML Inorganic SILTS, very fine SANDS, ROCK FLOUR, Silty or Clayey SANDS SILTS and CLAYS Liquid limit less than 50 CL Inorganic CLAYS of low to medium plasticay, Gravelly CLAYS, Sandy CLAYS, Silty CLAYS, Lean CLAYS OL Organic SILTS, or organic Silty CLAYS of low plasticity MH Inorganic SILTS, Micaceous or Diatomaceous fine SANDS or SILTS, Elastic SILTS SILTS and CLAYS Liquid limit greater than 50 CH Inorganic CLAYS of high plasticity, fat CLAYS OH Organic CLAYS of medium to high plasticity PT PEAT, MUCK, and other highly organic soils Highly organic soils Note: Fine-grained soils receive dual symbols if their limits plot left of the'A' Line and have a plasticity index (Pt) of 4 to 7 percent. UNIFIED SOIL CLASSIFICATION SYSTEM Bergquist Engineering Services A10 r.+ code /( Four -inch diameter, Schedule 40, perforated PVC pipe sloped to drain Mirafi 140N wrapped around clean_ gravel Tighfline roof drain Not to Scale Poly sheeting vapor barrier Native undisturbed soil or Structural Backfill SCHEMATIC OF FOOTING DRAIN Project Name: Proposed Pieper Short Subdivision Location: Tukwila, Washington Date: March 8, 2005 Bergquist Engineering Services For: Harry Singh BES Project Number: 200415-2 A11 rr 0 N I I 0 a- 0 a- - bor F— U 0 1.7 fid 0 6 W O E O a_ N— • o 00 0 low 0 - c0 0 - d. 0 - N I- 0 - -I — N 4- - C - -o (f) X _ Q X - c0 _o _ o N 0 N N 0 0 N *- (teal) SIXd—). 1 1 0 0 0 0 Al2 0 4 PROFIL FILE: PPRASTAB 3-08-05 11:14 ft PIEPER SHORT PLAT, TUKWILA, WA " 11 10 .0 200.0 11.0 200.0 1 11.0 200.0 22.0 210.0 1 1... 22.0 210.0 31.5 214.0 1 31.5 214.0 35.0 216.0 1 35.0 216.0 43.0 216.0 1 43.0 216.0 50.0 220.0 1 50.0 220.0 56.0 230.0 1 56.0 230.0 61.5 240.0 1 61.5 240.0 65.0 246.0 2 `� 65.0 246.0 130.0 249.0 2 61.5 240.0 130.0 240.0 1 SOIL r 2 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER Lr 1 62.40 3 .0 185.0 61.5 220.0 130.0 245.0 CIRCL2 yi, 40 40 50.0 70.0 60.0 90.0 .0 .0 .0 .0 1 tit MP MI U. A13 US O O N M bar 0 0 It) M N N O O O (teal) SIXd�- -J& A14 O U) d• PROFIL FILE: PPRASTAA 3-08-05 11:06 ft PIEPER SHORT PLAT, TUKWILA, WA ' 11 10 .0 200.0 11.0 200.0 1 11.0 200.0 22.0 210.0 1 .. 22.0 210.0 31.5 214.0 1 31.5 214.0 35.0 216.0 1 35.0 216.0 43.0 216.0 1 43.0 216.0 50.0 220.0 1 50.0 220.0 56.0 230.0 1 56.0 230.0 61.5 240.0 1 61.5 240.0 65.0 246.0 2 `., 65.0 246.0 130.0 249.0 2 61.5 240.0 130.0 240.0 1 SOIL w 2 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER 1 62.40 3 .0 185.0 61.5 220.0 130.0 245.0 CIRCL2 r 40 40 1.0 43.0 43.0 125.0 .0 .0 .0 .0 bee UP ND ea I. Aly 00 (0 (b I1 t/) 0 L a- 0 V) ELI L Q w ZZ ( CO; � U t— 0 12 L a v9 tra CL v. O 'E th = v IY 0 O E M ..t \ I i 0 0 L() M N tV 1 I O O rn (71 09e) my—A Alb '► PROFIL FILE: PPRADYNA 3-08-05 11:18 ft PIEPER SHORT PLAT, TUKWILA, WA `o 11 10 .0 200.0 11.0 200.0 1 11.0 200.0 22.0 210.0 1 loo 22.0 210.0 31.5 214.0 1 31.5 214.0 35.0 216.0 1 35.0 216.0 43.0 216.0 1 w...143.0 216.0 50.0 220.0 1 50.0 220.0 56.0 230.0 1 56.0 230.0 61.5 240.0 1 61.5 240.0 65.0 246.0 2 `.1 65.0 246.0 130.0 249.0 2 61.5 240.0 130.0 240.0 1 SOIL Vi 2 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER 1 62.40 3 .0 185.0 61.5 220.0 130.0 245.0 EQUAKE is .300 .000 CIRCL2 40 40 50.0 70.0 60.0 90.0 .0 .0 .0 .0 r A17 • r N O L f- 0 O -t- a) N 4- 0 03 V) X X 0 () `, Z U cn 0 W O o 0_ E W O 0 00 0 +rr he O O 0) N1- (0SIX`d—A A18 O T 0 LC) r 0 A PROFIL FILE: PPRADYNB 3-08-05 10:55 ft PIEPER SHORT PLAT, TUKWILA, WA ii., 11 10 .0 200.0 11.0 200.0 1 11.0 200.0 22.0 210.0 1 .. 22.0 210.0 31.5 214.0 1 31.5 214.0 35.0 216.0 1 35.0 216.0 43.0 216.0 1 .. 43.0 216.0 50.0 220.0 1 50.0 220.0 56.0 230.0 1 56.0 230.0 61.5 240.0 1 61.5 240.0 65.0 246.0 2 '" 65.0 246.0 130.0 249.0 2 61.5 240.0 130.0 240.0 1 SOIL 2 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER to 1 62.40 3 .0 185.0 61.5 220.0 130.0 245.0 EQUAKE tai .300 .000 CIRCL2 40 40 6.' .0 .0 .0 .0 1.0 43,0 43.0 125.0 SO id hei r A19 ►r M N ►. Co M •- I I 0 IZ 0 Fa lu Q Z - M Y N N U i -- 4— < --4— Q J F— U Iv u) O 0 err 0 I I I I N 00 0 0 0 N ''� 00 M N Nce N a. (teal) SIXV—A Uri A22 0 CO 0 me 4 A, PROFIL FILE: PPRBDYND 3-08-05 15:39 ft PIEPER SHORT PLAT, TUKWILA, WA " 17 15 .0 200.0 10.0 200.0 1 10.0 200.0 70.0 210.0 1 .. 70.0 210.0 100.0 220.0 1 100.0 220.0 125.0 230.0 1 125.0 230.0 154.0 240.0 1 .. 154.0 240.0 167.0 244.0 1 167.0 244.0 192.0 244.0 2 192.0 244.0 193.0 238.0 2 193.0 238.0 193.5 232.0 1 ▪ 193.5 232.0 208.5 232.0 1 208.5 232.0 209.0 238.0 1 209.0 238.0 209.5 244.0 2 .., 209.5 244.0 210.0 246.0 2 210.0 246.0 226.0 246.0 2 226.0 246.0 240.0 246.0 1 154.0 240.0 193.5 240.0 1 209.0 240.0 240.0 240.0 1 SOIL 2 ihi-J 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER si 1 62.40 7 .0 190.0 10.0 190.0 `'' 70.0 200.0 125.0 218.0 154.0 230.0 167.0 232.0 240.0 232.0 EQUAKE .300 .000 .r LOADS 1 193.5 208.5 1000.0 .0 ►. CIRCL2 40 40 1.0 165.0 160.0 240.0 .0 .0 .0 .0 A23 Ira 0 r 0 0 0 n M N 0 0 r N N (tee j) SIXd—A A20 0 CO 0 • wr PROFIL FILE: PPRBSTAD 3-08-05 15:41 ft PIEPER SHORT PLAT, TUKWILA, WA `' 17 15 .0 200.0 10.0 200.0 1 10.0 200.0 70.0 210.0 1 70.0 210.0 100.0 220.0 1 100.0 220.0 125.0 230.0 1 125.0 230.0 154.0 240.0 1 r, 154.0 240.0 167.0 244.0 1 167.0 244.0 192.0 244.0 2 192.0 244.0 193.0 238.0 2 193.0 238.0 193.5 232.0 1 4. 193.5 232.0 208.5 232.0 1 208.5 232.0 209.0 238.0 1 209.0 238.0 209.5 244.0 2 Yr 209.5 244.0 210.0 246.0 2 210.0 246.0 226.0 246.0 2 226.0 246.0 240.0 246.0 1 154.0 240.0 193.5 240.0 1 I. 209.0 240.0 240.0 240.0 1 SOIL 2 11-J 138.0 140.0 1000.0 38.00 .000 .0 1 132.0 135.0 250.0 30.00 .000 .0 1 WATER 1 62.40 7 INJ YEW LOADS u 1 .0 190.0 10.0 190.0 70.0 200.0 125.0 218.0 154.0 230.0 167.0 232.0 240.0 232.0 193.5 208.5 1000.0 .0 CIRCL2 40 40 1.0 165.0 160.0 240.0 .0 .0 .0 .0 .. NOTES s,uo� 172_ 24/l 7-tikww9&I&E E� - Iir-()°?(-1 4S77'2 eypviA Fio-viA 1 ,a/(A 100s <1\-ck A,6' CITY OF TUKWILA FEB 1 1 2016 PERMIT CENTER 741�6V.Occk City of Tukwila Department of Community Development February 02, 2016 HARRY SINGH 13409 SE 237 PL KENT, WA 98042 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0014 DRAKE RESIDENCE - 5144 S 172 LN Dear HARRY SINGH, Allan Ekberg, 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: PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • The proposed structure's building footprint exceeds the maximum allowed for the 6,500 sq. ft. lot on which it will be located. The total square footage of the foundation is 2,397 sq. ft. - the maximum permitted for this lot is 2,275 sq. ft. TMC 18.06.097 defines building footprint as "...the square footage contained within the foundation perimeter of all structures located on a lot, plus overhangs projecting in excess of 18 inches, but excluding decks less than 18 inches above grade." The plans must be revised to reduce the building footprint by 122 sq. ft. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, Bill Rambo Permit Technician File No. DI6-0014 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0014 DATE: 02/16/16 PROJECT NAME: DRAKE RESIDENCE SITE ADDRESS: 5144 S 172ND LN Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works 111 Fire Prevention Structural CI Planning Division ❑ Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/04/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/04/16 Approved Approved with Conditions e Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: Pec-4Lech( 16 x t(8/ *o 3 x��i / d of Or cimacye4 of e.e..1- Aio to S•'I2• - REVIEWER'S INITIALS: DATE: •Z 16 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0014 DATE: 02/16/16 PROJECT NAME: DRAKE RESIDENCE SITE ADDRESS: 5144 S 172ND LN Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works El Fire Prevention Structural Planning Division ❑ Permit Coordinator ot PRELIMINARY REVIEW: Not Applicable CI (no approval/review required) REVIEWER'S INITIALS: DATE: 02/04/16 Structural Review Required DATE: 111 APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions n (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) DUE DATE: 03/04/16 CI 4 ( 2-C, 41 - S'HO T &ii ,che,a4 w>wv_ )w ism 1v stA0 /amoJok 1 yV,o_s i co h i -a UAp 4' (ick.u. — 1,11(Ar ' vvteq4 k e Gat 4-e,,, i.t,u,Ua,4./r sr(,tnx, -- Mtv".0 r'. Pv . CS 5 t Z — 5 tA-(.c A to k t t sbu t..J 4-i( i2. REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 9ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0014 DATE: 02/16/16 PROJECT NAME: DRAKE RESIDENCE SITE ADDRESS: 5144 S 172ND LN Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: 1c0 two ,m14 Building Building Division mj Public Works n Fire Prevention Structural C"\q° 4t1R Planning Division III ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 02/04/16 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved 111 DUE DATE: 03/04/16 Approved with Conditions ri Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0014 PROJECT NAME: DRAKE RESIDENCE SITE ADDRESS: 5144 S 172 LN DATE: 01/14/16 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division ,' Ue PuDAWC lic Works /ewe, \--)-9-4/0 c p L c2 Fire Prevention 111 Planning Division m Structural Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 01/19/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 02/16/16 Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only } —, CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping PW ❑ Staff Initials: 12/18/2013 Date: 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. Plan Check/Permit Number: ❑Response to Incomplete Letter # t [r Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Dra U Project Address:/ £! � (?2 Contact Person: f l ' l <4 - Summary of Revision: 6). d1C1 /A) rruKW;L4 WA--gV TP Phone Number: 7i RECEIVED E'IED CITY OF T'UlWI! A FEB 1 1 2016 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision nn Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on La Department of Natural Resources and Park - Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type / L/ _4, /22Z Property Street Address � t,,L/ 2/4/ .�5 Z ) /kVcit r �" 224/./ DP4=- Owner's ame 5--/-4-(d4-0 /72 Owner's Mailing Address Cit /4k-',..,41/244 tt/ State ZIP Owner's Phone Number (with Area Code) (--7 6 Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): / 6-1 LL 1111 - Name 5/ GT 672 2_ /0 Street Address - . o// City State Please check appropriate box: ❑ Single-family (free standing, detached 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) ZIP Residential Customer Equivalent (RCE) only) 1.0 For King Count .>e Only Account # No. of RCEs Monthly Rate VC/-zZy •r/ci't Sewer District I Aogenc, Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name' ` Subdivision Number Lot Number Block Number RECEIVED ❑ 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 1.6 2.4 3.2 ❑ No Building Name CITY OF TUKWILA JAN 1 4 2016 Please report any demolitions licigTER building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes Cl No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. 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 core ted dafa,fbr d ermination of a revised capacity charge. Signature of Owner/Representatives- / Date % //4/// , ,4,-L' // Print Name of Owner/Representative / 1057 (Rev. 4/11) White - King County Yellow - Local Sewer Agency Pink - Sewer Customer CITY OF TUKW/L Community Development _ _dartment Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Ce Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: -.-iPart A: To`b'e completed by applicant Site Address: 51XX S 172nd Ln lots 3, 4 & 6 (attach map and legal description showing hydrant location and size of main):. Owner'Tnforriilition:' Agent/ContactiPerson:: Owner Name: Harry Singh Agent/Contact: Owner Address: 5140 S 172nd Ln., Tukwila, WA 98188 Agent Address: Owner Phone: 206-261-7657 This certificate is for the purposes of: BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL Contact Phone: 3 New SFR ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): Three 1" water meters Vehicular distance from nearest hydrant to the closest point of structure is Lot 2 - 55'+/-, Lot 4 - 55'+/-, Lot 6 - 55'+/-. See attached—map. — -- — Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date 'PART S: To Be=completed by water utility' district 1. The proposed project is within 2. [] No improvements required. 3. TUKWILA /King (City/County) CITY OF TUKWILA . PERMIT CENTER The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Fixture count forms approved by the City of Tukwila Building Department needed to receive reduction in number of ERU's charged for 1" water meters. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1000 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general In nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met, ❑ System is not capable of providing service to this project I hereby certify that the above information is true and correct, b HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone in ilkoin the best available information. 111114 14 4115" D to 14 (0' OD I Li AR DISTR 'GINEER i R • f ' � 3460 S 148th Suite 100 °� } ° Ott • Seattle, WA 98168 :fJ! j ; Phone: (206) 242-3236 r ` F'' X is t �'�t"T Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 rt Certificate of Sewer Availability OR C Certificate of Sewer Non-Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ■ Preliminary Plat or PUD ■ Short Division ❑ Rezone U Other Proposed Use: ■ Commercial Residential Single Family ■ Residential Multi-Family ❑ Other Applicant's Name / k y S7rNlr /, Phone Number 2Dg27•76' 57 Property Address 5/46 2 / 721.-n1 7KCi v/ LA- Tax Lot Number g1252.602.3 61 Legal Description (Attach Map and legal Description if Necessary ); 1.61. 0- .3 oF 7,#)E---A filo-x/-164r pf gle* dA,-7-- 7-7,exdivAin Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing I t( size sewer 1 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR i b. Sewer service will require an improvement to the sewer system of: CITY OF TUKWILA E (1) feet of sewer trunk or lateral to reach the site; and/or a (2) The construction of a collection system on the site and/or JAN 14 2016 • (3) Other (describe) PERMIT CENTER 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C• b. The sewer system improvement will require a sewer comprehensive amendment. ' 7,0, a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connectio : 1 Permit $ i (", a d 72 ,m,.,, 1., e GFC: $ SFC: , $ 2) 66y Unit: $ Total $ Al o'[c., - ,��� by L (Subject to Change on January 1st) Lip /-- Either a�King County/METRO Capacity Charge, SWSSD or Midway Charge may be due upon connection to sewers. b. Easements: ❑ Required Sewer ■ District Connection May be Required c. Other I hereby certify from the that the above sewer agency information is true. Th erti ication shall be valid for of signature one year BY�.vy, `, '/ Title / "J,, qL2 6-p--Date 1 f �`�oL CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanpci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ) ss. 4/1 �o& o [please print n me] states as follows: PERMIT NO: \ ( - ©0 I Li 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 1 I , 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 un er state law in any decision to engage an unregistered contractor to perform construction work. Owner' Signed and sworn to before me this day of criacuckfu6 ,20 `L43. NOTARY PUBLIIC in and for the State of Washington Residing at , County Name as commissioned:)-a�z'� My commission expires: 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 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. 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; C1 /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 electrical contractor's license under chapter 19.28 RCW that enp]ojs a certified journeyman electrician, a certified reL'ential specialty electrician, or an electrical trainee,irieet l9g lie's,, : (--` requirements of chapter 19.28 RCW tof'perf6fln,pkimbing work that is incidentally, directly, and irlirredintely appropriate to the like -in-kind replacereit ,ef\ housetold appliance or other small household utilizafion,efiaiiiiierit that requires limited electric power. and limited waste and/or water connections. An electricalitrainee 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. cfk/ LF2LJr !�- //A .' // ../. , G "1`4/777 / • • NooMe,S, ► 71.t0 s 1—i dE • i . __ . o i is 40P0.5rorlrafir.., • 4.4-11 pipv134•4-074211-r•iv 1.1/4.1 "114!1-49KiklEcovori 1471011 AWAY rKiPP4frooirfe.de., jogie i - I9- .. SITE PLAN . SCALE= s ,zt' i HEIGHTY CALCULATION AVERAGE. GRADE= " wils:#.1 . _ . i FINIS FLOOR= RIDGE HEIGHT= I 4 it. 164 TY MSF' ILE C iU •.Plci, • Plan review approval is sia ^ct c i c ; sions. Approval of c©nsiru a io the violation of any adopt& 6D;;;-.? cr ;` , ; �,� ;, ;� ; ; Receipt of approved Field Coan :` rid : ;,a i., aLl.I,o ledged: City or Tuiroidia BUILDING DIVISION CORRECT&GN LTR* I RECEIVED ClTV OF TUKWILA. WILA. FEB 1 1 2016' • PERMIT CENTER b16 REVISIONS ochanges.sh&1 h^ m de to the s of work without prior €pprovel of . Tukwila Building Division. NOTE: Pevisicns will require a nc w plan submittal • cr i rr y add:tionai pisn rear; fw ices. , I ISERUIATE PERMIT - REQUi . =D FOR: ❑ Mechanical ,'Elcctricai ❑ Plumbing ❑ Cas Piping City of Tukwila PIMI.r"rn DIVISION RECEIVED CITY OF TUKWILA JAN142016 PERMIT CENTER 14 REVIEWED FOR CODE COMPLIANCE A PROVED FEB 1 7 2016 1QA City of Tukwila BUILDING DIVISION 4 jar ENERGY GODS 2012 WASHINGTON STATE ENERGY CODE/ IEGG (WSEC) TABLE R402.1.I INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE 5 4 MARINE 4 (2 R-VALUE°i U -FACTOR" FENESTRATION U-FAGTORB SKYLIGHT U -FACTOR GLAZED FENESTRATION SHGC" CEILING WOOD FRAME WALL6*'I' MASS WALL R-VALUEI FLOOR BELOW GRADE WALL -6) SLAB° R -VALUE 4 DEPTH R -VALUE~ U-FAGTORA N/A 0.30 WA 0.30 N/A 0.50 WA 0.50 WA WA WA WA 49`1 0.026 41 0.026 21 INT 0.056 21+501 0.044 21/2IH 0.056 2I+5H 0.044 306 0.029 306 0.021 10/15/21 INT + TB 0.042 10/15/21 INT + TB 0.042 10, 2 FT WA 10, 4 FT WA TABLE R402.1.1 FOOTNOTES FOR SI: I FOOT = 504.8 MM, CI = CONTINUOUS INSULATION, INT. = INTERMEDIATE FRAMING. A R -VALUES ARE MINIMUMS. U -FACTORS AND SHGC ARE MAXIMUMS. WHEN INSULATION IS INSTALLED IN A CAVITY WHICH IS LESS THAN THE LABEL OR DESIGN THICKNESS OF THE INSULATION, THE COMPRESSED R -VALUE OF THE INSULATION FROM APPENDIX TABLE A101.4 SHALL NOT BE LESS THAN THE R -VALUE SPECIFIED IN THE TABLE. D THE FENESTRATION U -FACTOR COLUMN EXCLUDES SKYLIGHTS. THE SHGC COLUMN APPLIES TO ALL GLAZED FENESTRATION. EXCEPTION: SKYLIGHTS MAY BE EXCLUDED FROM GLAZED FENESTRATION SHGG REQUIREMENTS IN CLIMATE ZONES 1 THROUGH 3 WHERE THE SHGG FOR SUCH SKYLIGHTS DOES NOT EXCEED 0.30. ' 10/I5/21.+TB MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE WALL, OR R-15 ON THE CONTINUOUS INSULATION ON THE INTERIOR OF THE WALL, OR R -2I CAVITY INSULATION PLUS A THERMAL BREAK BETWEEN THE SLAB AND THE BASEMENT WALL AT THE INTERIOR OF THE BASEMENT WALL. "10/15/2I.+TB" SHALL BE PERMITTED TO BE MET WITH R -I3 CAVITY INSULATION ON THE INTERIOR OF THE BASEMENT WALL PLUS 5-5 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE WALL. "10/ 13" MEANS R-10 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE HOME OR R -I3 CAVITY INSULATION AT THE INTERIOR OF THE BASEMENT WALL. "TB" MEANS THERMAL BREAK BETWEEN FLOOR SLAB AND BASEMENT WALL. D R -IO CONTINUOUS INSULATION 15 REQUIRED UNDER HEATED SLAB ON GRADE FLOORS. SEE 54022 a.l. THERE ARE NO SHGC REQUIREMENTS IN THE MARINE ZONE. P BASEMENT WALL INSULATION 15 NOT REQUIRED IN WARM -HUMID LOCATIONS AS DEFINED BY FIGURE R301.1 AND TABLE R301.I. 6 RESERVED H FIRST VALUE IS CAVITY INSULATION, SECOND 15 CONTINUOUS INSULATION OR INSULATED 51DING, SO "I3.+5" MEANS R -I3 CAVITY INSULATION PLUS R-5 CONTINUOUS INSULATION OR INSULATED SIDING. IF STRUCTURAL. SHEATHING COVERS 40 PERCENT OR LESS OF THE EXTERIOR CONTINUOUS INSULATION R -VALUE SHALL BE PERMITTED TO BE REDUCED BY NO MORE THAN R-3 IN THE LOCATIONS WHERE STRUCTURAL SHEATHING IS U5ED TO MAINTAIN A CONSISTENT TOTAL SHEATHING THICKNESS. I THE SECOND R -VALUE APPLIES WHEN MORE THAN HALF THE INSULATION IS ON THE INTERIOR OF THE MASS WALL. 'I FOR SINGLE RAI- I LK- OR JOIST -VAULTED CEILINGS, THE INSULATION MAY BE REDUCED TO R -SS. K INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R -IO INSULATION. L LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 5.5 INCHES ARE EXEMPT FROM THIS INSULATION REQUIREDMNET. I. A CERTIFICATE COMPLYING WITH 2012 WSEC R40I.3 IS REQUIRED TO BE COMPLE la) BY THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED WITHIN 3' OF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. 2. THE BUILDING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AGR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. 3. EACH DWELLING UNIT IS REQUIRED TO BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. 4. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU 85-33 USING THE MAX. DUCT LEAKAGE RATES SPECIFIED. 5. A MINIMUM OF 15% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2012 IRC' SECTION MI507. SOURCE SPECIFIC VENTILATION REQUIREMENTS. I. MINIMUM EXHAUST FAN REQUIREMENTS: A. BATHROOMS, LAUNDRIES AND POWDER ROOMS - 50 CFM 0 0.25" W.G. B. KITCHENS - 100 CFM o 0.25" W.G. (RANGE HOOP OR DOWN DRAFT EXHAUST FAN RATED AT MIN.. 100 CFM 0 0.10" W.G. MAY BE USED FOR EXHAUST FAN REQUIREMENTS) 2. EXHAUST DUCT REQUIREMENTS: A. INSULATE TO R-4 (MIN.) IN UNCONDITIONED SPACES. B. EQUIP WITH A BACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING. PRESCRIPTIVE REQUIREMENTS FOR: OPTION I. INTCRMITTENT WHOLE HOUSE VENTILATION USING EXHAUST FANS (IRO MI5075.4). OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS AT FLOW RATES SPECIFIED IN TABLE MI501.3.3(I) ON THIS SHEET, USING THE FOLLOWING METHODS: I. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED SO AS TO NOT COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PLACED. C. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE SPACE. D. PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY THE INSTALLATION OF DISTRIBUTION DUCTS, TRANSOMS, INSTALLATION OF GRILLES, UNDERCUTTING DOORS A MINIMUM OF ABOVE THE FINISHED FLOOR COVERINGS, OR SIMILAR MEANS. 2. WHOLE HOUSE EXHAUST FANS SHALL: A. BE SIZED ACCORDING TO TABLE MI507.3.3(I) ON THIS SHEET. B. BE FLOW RATED AT 025" W.G. C. SOUND RATED AT 1.0 SONES MAXIMUM. 3. WHOLE HOUSE EXHAUST FAN CONTROLS: A. BE CONTROLLED BY A 24-HOUR CLOCK TIMER B. PROVIDE CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. C. THE 24-HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. E. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)". 4. WHOLE HOUSE EXHAUST DUCTS: A. BE INSULATED TO A MINIMUM R-4 IN UNCONDITIONED SPACES. B. TERMINATE OUTSIDE THE BUILDING. IRC TABLE MI507.3.3(I) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS (AIRFLOW IN CFM) FLOOR AREA (SO. FT.) NUMBER OF BEDROOMS 0-I 2-3 4-5 6-1 >1 <1500 30 45 60 15 10 1501 - 5000 45 60 15 90 105 5001 - 4500 60 15 90 105 120 4501 - 6000 15 10 105 120 155 6001 - 1500 90 105 120 135 150 >1500 105 120 135 ISO 165 NSULAT I ON MOISTURE PROTECTION GENERAL UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION 4 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OR FRICTION FIT FACED BATTS. PROVIDE 4 MIL (0.004") POLYETHYLENE VAPOR BARRIER AT WALLS OR USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX). PROVIDE R -IO INSULATION UNDER ELECTRIC WATER HEATERS. I NI= I LTRATI ON CONTROL I. 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, FLOORS, AND ROOF, AND ALL OTHERS SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE -RATED" AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 255.75. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER W.S.E.C. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE 15 REQUIRED TO BE INSULATED PER THE W.S.E.G. SERVICE WATER PIPING, SHALL SE INSULATED TO A MINIMUM OF R-4 PER W.S.E.G. R405.4.2. MECHANICAL SYSTEM PIPING SHALL BE INSULATED TO A MINIMUM R-6 PER W.S.E.C. R405.5 VAPOR E3ARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED INHERE 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 15 TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 5" O.G. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED 1/16" VAPOR RETARDERS AT WALLS PER IRO R702.1 A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE 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. DOORS, WINDOWS AND SKYLIGHTS GENERAL THE REQUIRED EGRESS DOOR MAY HAVE A MAXIMUM 7 %/4" STEP FROM TOP OF THE THRESHOLD TO A MINIMUM 56" DEEP LANDING ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) 7 114" STEPS TO A MIN. 56" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE 2012 W.S.E.G. TABLE R402.I.I UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM SILL HEIGHT OF 44" MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. OPERABLE WINDOWS WITH A SILL OF MORE THAN 12" ABOVE FINISHED THE GRADE OR SURFACE BELOW, TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SAFETY GLAZING LOCATIONS PER 2012 IRC SECTION 8508.4 GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BI -FOLD DOORS. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24 INCH ARG OF THE CLOSED POSITION AND WHOSE BOTTOM EDGE 15 LESS THAN 60 INCHES FLOOR OR WALKING SURFACE. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLOWING CONDITIONS: I. THE EXPOSED AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN 61 SQUARE FEET; 2. THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 18" ABOVE THE FLOOR; 3. THE TOP EDGE OF THE GLAZING, IS MORE THAN 36" ABOVE THE FLOOR; AND 4. ONE OR MORE WALKING SURFACES ARE WITHIN 36" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE, OF THE GLAZING. GLAZING IN GUARDS AND RAILINGS, INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING SURFACE. GLAZING WALLS, ALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OUTDOOR SWIMMING POOLS INHERE THE BOTTOM EXPOSED EDGE OF THE 15 LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY OR WALKING SURFACE. GLAZING INHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36 INCHES (914 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS. GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING 15 LESS THAN 36 INCHES ABOVE THE LANDING AND WITHIN 60 (1524 MM) HORIZONTALLY OF THE BOTTOM TREAD. 8305.4.1 5308.42 DOOR IN A ABOVE THE 8505.45 R505.4.4 8305.45 OR GLAZING STANDING R306.4.6 505.4. i INCHES FOR EXCEPTIONS SEE IRO SECTION R505.4 MECHANICAL GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF IRO. 510062, WASHINGTON STATE AMENDMENT B. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 65 DEGREES FAHRENHEIT AT A HEIGHT OF 5'-0" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE 2012 W.S.E.C. DEFINITION OF BUILDING ENVELOPE FROM THE 2012 WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE 2012 W.S.E.C. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2012 IRO. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAT itt4 24 OF THE 2012 IRC. 5. DUCTWORK LOCATION SHALL MEET THE PROVISIONS OF CHAP rtK 16 OF THE 2012 IRC. 4. COMBUSTION AIR TO MEET THE REQUIREMENTS OF I.R.C. MI101.1 ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAT- i ICK MI402 OF THE 2012 IRO. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES, AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 3" ALONG, THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (R-3 OCCUPANCY) FROM A GARAGE, PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL. HAVING A THICKNESS NOT LESS THAN 0.019" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER 18 OF THE 2012 IRC. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BIN GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2012 IRC. A TYPE B OR BW GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2012 IRC. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE 15 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION MI603 OF THE 2012 IRC. HEATING EQUIPMENT 7 - ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE 16157 NATIONAL APP ANGE‘V:AP 17 �ti _.. •"eee mee,. ENERGY CONSERVATION ACT (MEGA) AND BE SO LABELED. EQUIPMENT SHALL ALC L�, WITH SECTION MI4I1 OF THE 2012 W.S.E.C. �, eee h l�QCDu� TFD <C e DUGTWORIG •'.--,,�._. ^-�''""'� i a B.f-Dc.,cHrF,lt3(. e It GENERAL PLANS COMPLY TO THE 2012 INTERNATIONAL RESIDENTIAL CODE. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CODES: ALL APPLICABLE GODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED I. 2012 INTERNATIONAL RESIDENTIAL CODE (IRO) WITH WASHINGTON STATE AMENDMENTS (NSA) EXCEPT CHAPTERS II AND 25 THROUGH 42 ARE NOT ADOPTED. NAG 51-51 2. 2012 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (ASA) WACSI-50 3. 2012 INTERNATIONAL MECHANICAL CODE (IMC) WITH WASHINGTON STATE AMENDMENTS (NSA) WAG 51-52 4. 2012 UNIFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, WAG 51-56. 5. 2012 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS, WAG 5I -54A. 6. 2012 WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS (MEG). WAG 51-IIR. BUILDING CONSTRUCTION TYPE: V -B OCCUPANCY GROUP: R-3 LOCAL JURISDICTION REQUIRES DWELLING, UNIT FIRE SPRINKLER SYSTEM PER IRO APPENDIX R DYES El No CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND NpW LOAD WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP ICE BARRIER UNDER- LAYMENT REOUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEFTH TERMITE DECAY SPEED (MPH TOPO- GRAPHIC. EFFECTS 25 sf P 85 MAIN FLOOR FRAMING PLAN D2 MODERATE 12" SLIGHT TO MODERATE SLIGHT TO MODERATE UPPER FLOOR PLAN NO ROOF FRAMING PLAN • VED REVCOMP I~ CODE OiVIPLl1 AlO EQUIVALENT FLUID PRESSURE = 35 P.G.F. (UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) SITE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. t1NYtiONS1`2 iOH=...�•'dS I. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL A5 SET )OR Tl $Y Cf ',,Ii ' ing TABLE 1601.1.1 (I) 4 1601.1.1 (2) OF THE 2012 IRC. .-; • . ; r+9 • E, se a ^ !J1 i Rc r 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE IRtTSIbHT��P r Dr GNERTO SECTION MI601.4.1 OF THE 2012 IRC. . C' �I "'' Th.)' ' 3. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION MI601.4 OF THE 2012 I '9 ea` o�T('_T,115�,�r:.6,e 4. DUCT INSULATION SHALL BE INSTALLED IN' ACCORDANCE WITH SECTION MI601.3 THE 2o12e°'Ne°' IRO. rZrL�`r 5. FINAL DUCT LEAKAGE AFFIDAVIT IS TO BE PROVIDED TO THE BUILDING INSPECTOR PRIOR v TO FINAL INSPECTION. DUCT LEAKAGE AND SEALING REQUIREMENTS IN 2012 WS.E.C. SECTION R40322 TO BE MET. CARPENTRY GENERAL ALL FRAMING SHALL COMPLY WITH THE APPLICABLE SECTIONS) OF THE 2012 IBC/IRG. PRESSURE TREATED WOOD REQUIRED IN LOCATIONS LISTED IN IRC 5317.1 2" MINIMUM VERTICAL CLEARANCE BETWEEN WOOD 4 CONCRETE STEPS, PORCH SLABS, PATIO SLABS 4 OTHER SIMILAR HORIZONTAL SURFACES EXPOSED TO THE HEATHER. 6" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 5" MINIMUM CLEARANCE BETWEEN UNTREATED MUSILLS AND EARTH. 12" MINIMUM CLEARANCE BETHEEN FLOOR BEAMS AND EARTH. IS" MINIMUM CLEARANCE BETMEN FLOOR JOISTS AND EARTH. LOADING ROOF FLOOR CEILING DECK INTERIOR PARTITION EXTERIOR PARTITION 15 PSF DEAD LOAD + 10 PGF DEAD LOAD + 5 PGF DEAD LOAD + 5 PGF DEAD LOAD + 25 PSF LIVE LOAD 40 PSF LIVE LOAD 10 PSF LIVE LOAD 40 PGF LIVE LOAD = 40 PSF 50 PSF = 15 PSF 45 PSF '7 PSF = 10PSF WOOD BEARING ON OR INSTAL LFD WITHIN)" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS TO BE PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. 7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PROVIDE FIREBLOCKING IN CONCEALED SPACES OF STUD WALLS 4 PARTITIONS, INCLUDING FURRED SPACES 4 PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: I. VERTICALLY AT THE CEILING 4 FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. PROVIDE FIREBLOCKING, AT OTHER LOCATIONS PER 2012 IRO 5302.11. bi&-oov4 SHEET INDEX RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER SHEET # DESCRIPTION MANAGER: PATTON BY: DATE: I/I I/16 LA s Ma ,-f-+ I T G TU R. .L_. Al COVERSHEET A2 SCHEDULE SHEET AS DETAIL SHEET A4 FOUNDATION PLAN A5 MAIN FLOOR FRAMING PLAN A6 MAIN FLOOR PLAN Al UPPER FLOOR FRAMING PLAN AS UPPER FLOOR PLAN Act ROOF FRAMING PLAN • VED REVCOMP I~ CODE OiVIPLl1 AlO EXTERIOR ELEVATIONS APT UVE FEB 17 201 All EXTERIOR ELEVATIONS . Al2 BUILDING SECTIONS City ofTuk[ BUILDING DIV' T L)C-TURres%L. 51 ' LATERAL - 5HEAR WALLS, HARDWARE 4 STRUCT. NOTES 52 LATERAL - DETAILS PROM ENGINEER I- WZOO.JL1JOO xo0-om���ZV)0 �UWOZ LJV)J W �VOWaV)aOd ¢RW - o ¢UWZ woom2o - I0 �y1 V) O W O w Z= 3 r$ Z Z O 0 W°'W 1-iX0WV)w-i L'ZUS'cir< JUJ �NILX o�:Oz�laiV~jxQ�m2 �3amozo��zZ� m mN< x >-xUWPER-OOerUilo <ZW�3W>lLiEoaa F- V F- 000 c) I --▪ u V N LU C'J09 Z W SO W LU U- Q O J 0 0 z ..<01N 4244 tp rn co z 0 14 H N z 0 LOT 5: 5 172nd LN DESIGNED BY: DATE: JdeiR 10/05 DATE: 12/21/05 DRAWN BY: BLH-I Of 1N 6 ila SI PROJECT CHARLES REVISED JMP/AO E MANAGER: PATTON BY: DATE: I/I I/16 LA s Ma RAL BY: DATE: I 01/07/16 TERAL JOB NUMBER: 015-680 N �► Al2 ARCHITECTS NORTHWEST JOB NUMBER 1N1 502-10 AIR BARRIER AND INSULATION INSTALLATION WSEC TABLE R402.4.1.1 COMPONENT CRITERIA' Air barrier and thermal barrier Acontinuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous air barrier. Breaks or joints in the air barrier shall be sealed. Ar -permeable insulation shall not be used as a sealing material. Cavity insulation installation Al cavities In the thermal envelope shall be filled with insulation. The density of the insulation shall be at the manufacturers' product recommendation and said densityshall be maintained for all volume of each cavity. Batt type insulation will show no voids or gaps and maintain an even density for the entire cavity. Batt insulation shall be installed in the recommended cavity depth. Where an obstruction in the cavitydue to services, blocking, bracing or other obstruction e)dsts, the batt product will be cut to fit the remaining depth of the cavity. Where the batt is cut around obstructions, loose fill insulation shall be placed to fill anysurface or concealed voids, and at the manufacturers' specified density. Where faced batt is used, the installation tabs must be stapled to the face of the stud. There shall be no compression to the batt at the edges of the cavitydue to inset stapling installation tabs. Insulation that upon installation readily conforms to available space shall be installed filling the entire cavity and within the manufacturers' density recommendation. Ceiling/attic Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier sealed. Access openings, drop down stair or knee wall doors to unconditioned attic spaces shall be sealed. Batt insulation installed in attic roof assemblies may be compressed at exterior wall lines to allow for required attic ventilation. Walls, Windows, skylights and doors Corners and headers shall be insulated and the junction of the foundation and sill plate shall be sealed. The junction of the top plate and top of exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists shall be insulated and include the air barrier. Floors (Including above- garage and cantilevered) Insulation shall be installed to maintain permanent contact with underside of subfloor decking. The air barrier shall be installed at anyexposed edge of insulation. Crawl space walls Where provided in lieu of floor Insulation, insulation shall be permanently attached to the crawispace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be seale Narrow cavities Batts in narrow cavities shall be cut to fit and installed to the correct densitywithout anyvoids or gaps or compression. Narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity space. Garage separation Ar sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed lightfixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls. There shall be no voids or gaps or compression where cut to fit. Insulation that readily conforms to available space shall extend behind piping and wiring. Shower and/or tub Exterior walls adjacent to showers or tubs shall be insulated and air barrier installed separating showers and tubs from wall. ElectricaVphone box Ar barrier shall be installed behind electrical or communication boxes on exterior wall or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the subfloor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors. footnote a In addition, inspection of log walls shall be in accordance with the provisions of ICC -400. PRESCRIPTIVE ENERGY CODE COMPLIANCE This project incorporate structure, ' will use the requirements of the Prescriptive Path below and the minimum values listed. In addition, based on the size of the the appropriate number of additional credits are checked. Climate Zone Marine 4 ❑ Climate Zone 5 ❑ Climate Zone 6 Climate Zone Upper Roof Ventilation: Marine 4 & 5 6 R -Values U -Factory R-Valuea U-Factora Minimum Ventilation Provided = 999.81 si. IS GREATER THAN : 997.92 si. Req'd Fenestration Skylight Glazed Ceiling Wood Mass Floor Below Slabs U -Factor FenestrationSHGCb.e Frame Wall R GradeWallc'k R -Value U-Factorb Wallgk' -Value'' & Depth : MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 491 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 30g 0.029 10/15/21 int +TB 0.042 10/15/21 int +TB 0.042 10, 2 ft n/a 10, 4 ft n/a For single rafter- or joist -vaulted ceilings, the insulation maybe reduced to R-38. Table R402.1.1 footnotes included on Sheet Al. Each the achieve ❑1. ,r ❑3. dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of International Residential Code shall comply with sufficient options from Table R406.2 so as to the following minimum number of credits: Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ENERGY CREDIT OPTION DESCRIPTIONS Option Description 4.80 la Efficient Building Envelope la ❑ 1b Efficient Building Envelope lb ❑ 1c Efficient Building Envelope 1c ❑ 2a Air Leakage Control and Efficient Ventilation 2a ❑ 2b Air Leakage Control and Efficient Ventilation 2b ❑ 2c Air Leakage Control and Efficient Ventilation 2c ❑ 3a High Efficiency HVAC 3a ❑ 3b High Efficiency HVAC 3b ❑ 3c High Efficiency HVAC 3c ❑ 3d High Efficiency HVAC 3d ❑ 4 High Efficiency HVAC Distribution System ❑ 5a Efficient Water Heating ❑ 5b Efficient Water Heating 1.5 V 6 Renewable Electric Energy *1200 kwh ❑ Total Credits 1.5 ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: UPPER ROOF Roof Area : 2079 s.f. Ventilation Required: 2079 s.f. x 144 / 300 = 997.92 s.i. Req'd Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents. Upper Roof Ventilation: AF50 Roof Jack (10" x 7") = 50.00 s.i. each. Upper Ventilation MINIMUM = 997.92 s.i. x 0.4 / s.i. of each vent = 8 vents Upper Ventilation MAXIMUM = 997.92 s.i. x 0.5 / s.i. of each vent = 9 vents Provide: 9 -10"x7" roof jacks. Ventilation = 450.00 s.i. Ventilation area remainder for eave vents = 547.92 s.i. (Req'd vent -Upper vent) Eave Ventilation: Birdblocking: (3)2.25" dia holes per bay = 5.96 s.i. per I.f. - 25% reduction = 4.47 s.i. per I.f. Eave Ventilation Required = 547.92 s.i. / 4.47 s.i. per I.f. = 122.58 I.f. Provide Minimum : 123 I.f. birdblocking. Ventilation = 549.81 s.i. Minimum Ventilation Provided = 999.81 si. IS GREATER THAN : 997.92 si. Req'd ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: LOW ROOF Roof Area : 100 s.f. Ventilation Required: 100 s.f. x 144 / 300 = 48 s.i. Req'd Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents. Upper Roof Ventilation: AF50 Roof Jack (10" x 7") = 50.00 s.i. each. Upper Ventilation MINIMUM = 48 s.i. x 0.4 / s.i. of each vent = 1 vent Upper Ventilation MAXIMUM = 48 s.i. x 0.5 / s.i. of each vent = 1 vent Provide: 1;-10"x7" roof jacks. Ventilation = 50.00 s.i. Ventilation area remainder for eave vents = 9.60 s.i. (20% ofVentRequired) Eave Ventilation: Birdblocking: (3)2.25" dia holes per bay = 5.96 s.i. per I.f. - 25% reduction = 4.47 s.i. per I.f. Eave Ventilation Required = 9.60 s.i. / 4.47 s.i. per I.f. = 2.15 I.f. Provide Minimum : 3 I.f. birdblocking. Ventilation = 13.41 s.i. Minimum Ventilation Provided = 63.41 s.i. IS GREATER THAN : 48 si. Req'd FOUNDATION VENTILATION Crawlspace Area: 1492 s.f. Ventilation Required: 1492 s.f. / 300 = 716.16 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1/4"mesh = 73.5 s.i. Vents Required = 716.16 s.i. / Vent Area = 9.74 s.i. Provide : 10 14" x 7" Vents, Area = 735 s.i. Ventilation Provided = 735.00 s.i. is Greater than 716.16 s.i. Req'd Use: 10 . 14" x 7" Foundation Vents * FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS * INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER * LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENTS. WHOLE HOUSE VENTILATION AS A DEFAULT OPTION 1 IS SELECTED AND A VENTED WINDOW IS REQUIRED IN EACH HABITABLE ROOM. IF ANOTHER OPTION IS SELECTED VENTED WINDOWS ARE NOT REQUIRED. SYMBOL OPTION 1. INTERMITTENT WHOLE HOUSE VENTILATION USING EXHAUST FANS (IRC M1507.3.4) 120 MIN. CFM @ 0.25 WG EXHAUST FANS FLOW RATING PER IRC TABLE M1507.3.3(1) X Bath, Powder, Laundry OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. 4Kitchen B OPTION 2. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM (IRC M1507.3.5) PROVIDE OUTDOOR AIR AT CFM PER IRC SECTION M1507.3.3 C 4 Whole House Fan MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL All fans to vent to outside. All other requirements of the 2012 WSEC and the 2012 IRC section M1507 must be met. OPTION 3. INTERMITTENT WHOLE HOUSE VENTILATION USING A SUPPLY FAN (IRC M1507.3.6) PROVIDE OUTDOOR AIR AT 120 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(1) 0.20 INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.6.2 BACK -DRAFT DAMPER SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW -REGULATING DEVICE 0.00 OPTION 4. INTERMITTENT WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (IRC M1507.3.7) GARAGE ` DOOR VENTILATION SCHEDULE 2012 IRC SECTION M1507 SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfm at 0.25" WG (IRC TABLE M1507.4) 4Kitchen B Combination Smoke Alarm & Carbon Monoxide Alarm Min. 100 cfm at 0.25" WG (IRC TABLE M1507.4) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) C 4 Whole House Fan Min. cfm = 120 at 0.25" WG (IRC TABLE M1507.3.3(1)) (based on 3,350 s.f. floor area & 5 bedrooms) (daily fractional operation time = 75 %) *whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured at 0.1" WG. All fans to vent to outside. All other requirements of the 2012 WSEC and the 2012 IRC section M1507 must be met. ALARM SCHEDULE 2012 IRC SECTIONS R314 & R315 SYMBOL DESCRIPTION REQUIREMENTS 0Smoke SA Alarm *110 V interconnected w/ battery backup *installed on each floor, in each sleeping area, and outside each separate sleeping area *listed in accordance with UL 217 and installed per the household fire warning equipment provisions of NFPA 72 OD le Combination Smoke Alarm & Carbon Monoxide Alarm *installed on each floor and outside of each separate sleeping area in the immediate vicinity of the bedrooms *smoke alarm requirements per above *carbon monoxide alarms listed as complying with UL 2075 and installed per manufacturer's installation instructions AIR LEAKAGE Components of the building thermal envelope as listed in TABLE R402.4.1.1 shall be installed per manufacturer's specifications to limit air leakage rate to not exceed 5 air changes per hour (ACH) AIR LEAKAGE CALCULATION (maximum blower test CFM) CFM5-caic maximum ACH CFM50-caic = BLDG VOL (ft3) X5 ACH / 60 min = 2733 cfm I cfm ACTUAL Blower test result SIMPLE HEATING SYSTEM SIZE This heating system sizing is based on the Prescriptive Requirements of the 2012 Washington State Energy Code. This is for heating only. ACCA procedures for sizing cooling systems should be used to determing cooling. Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference Indoor - Outdoor Design Terrp Conditioned Floor Area Conditioned Volume Glazing Sum of UA from Glazing Schedule Attic R-49 Other: 70 24 46 3350 32794 U -Factor X Area 0.026 1986 Single Rafter or Joist Vaulted Ceilings U -Factor X Area R-38 0.027 Other: Above Grade Walls R-21 + R-10 HEADERS Other: Floors R-30 Other: Below Grade Walls 2' Depth 3.5' Depth 7' Depth Other: Walls Walls Walls Slab Below Grade 2' Depth 3.5' Depth 7' Depth Other: Slab on Grade R-10 2' perimeter R-10 Full - Heated Other: Sum of UA U -Factor X Area 0.056 3006 U -Factor X Area 0.029 1872 U -Factor X Area 0.042 0.041 0.037 F -factor X Length 0.59 0.64 0.57 F -factor X Length 0.54 0.55 Envelope Heat Load Sum of UA X Design Temperature Difference Air Leakage Heat Load ((Volume X 0.6) X Design Outdoor Tenp) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 1.1 244.0 = UA 51.64 = UA = UA 168.34 = UA 54.29 = UA = UA = UA 518.26 23840 16292 40132 44145 Use 1.1 if ducts are located in unconditioned space: Sum of Building Heat Loss X 1.1 We 1 if ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 140% Building and Duct Heat Loss X 1.4 61803 Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour r Q oF R P)';T (i `"'�'c °N l7C1:fi 4h i'LIL 3Y eat', P CG' .. I GLAZING SCHEDULE- , �,M , . , - - ° .-.. CONDITIONED FLOOR AREA: SUM OF ALL GLAZING AREAS FROM BELOW: GLAZING TO FLOOR AREA RATIO: EXTERIOR DOORS ROOM TYPE REF MODEL FRAME 3350 SUM OF UA'FORHEA11NGSYSTEM SIZING:I: ,''d °°01 iO I L" IS P �'` ` °°� ..,.., / ® °y OF PHISPLFti�: �� ti, /<',/t� °°®o°e+o°^° �` ` r1 C DOOR % .*"-f,GLAZING- DOO t LO -E LAYERS U-VALGLAZEDQTY W H AREA AREA ,,2',440 746 '' ',.►� '")' DOOR UA 22.3% GAS DOOR WSEC WOOD 0.20 0% 0.00 0.00 0.00 GARAGE ` DOOR WSEC WOOD 0.20 0% 1 2.67 6.67 0.00 17.81 3.56 FOYER DOOR WSEC WOOD 0.20 0% 1 3.00 ' 8.00 0.00 24.00 4.80 FOYER ONE EXEMPT SWINGING DOOR (MAX24 S.F.) 0.46 0% 1 3.00 < 8.00 X0)00( 24.00 11.04 SUM OF GLAZING SUM OF AREA AND VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED) ROOM TYPE REF MODEL AREA, DOOR AREA, AND UA (does not include exempt door): AREA WEIGHTED U. UA/AREA: UA FOR HEATING SYSTEM SIZE ONLY (include exempt door): FRAME GAS LO -E E PKG U-VAL SPCRS QTY W H 0.0 41.8 8.4 0.20 65.8 19.4 AREA UA FOYER S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 3.00 6.00 18.00 5.40 LIVING S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 3.50 - 6.00 42.00 12.60 DINING S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 4 3.00 6:00 72.00 21.60 FAMILY S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 3 > 3.00 6.00 54.00 16.20 KITCHEN FR DOOR ° SIMPSON 7001 WOOD ARGON YES N.A. 0.31 N.A. 1 3.00 8.00 24.00 7.44 NOOK S.HUNG 'r MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 5 3.00 6.00 90.00 27.00 KITCHEN CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2 ; 2.00 ; am 8.00 2.32 DEN/GUEST SLIDER MILGARD 8120 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 5.00 5.00 25.00 7.50 HALL S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 :' 3.00 6.00 36.00 10.80 HALL S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 3.00 5.00 15.00 4.50 BEDRM 3 S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 3.50 5.00 35.00 10.50 BEDRM 3 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 1 3.00 3.00 9.00 2.70 BA3 S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 ' 2.00 3.00 6.00 1.80 BEDRM 4 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 1 3.00 ` 3.00 9.00 2.70 BEDRM 4 S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 ` 3.00 6.00 36.00 10.80 MBA S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 3.00 ' 6.00 36.00 10.80 MSIR BED FR DOOR, SIMPSON 7001 WOOD ARGON YES N.A. 0.31 N.A. 1 3.00 8.00 24.00 7.44 SITTING S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 5 3.00 5.00 75.00 2250 MSTR BED PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 2 2.00 2.00 8.00 2.40 LDY S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 ' 2.00 3.00 6.00 1.80 BEDRM 2 S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 3.00 6.00 36.00 10.80 BA2 S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 1 2.00 3.00 6.00 1.80 BONUS S.HUNG MILGARD 8220 VINYL ARGON YES 3D MAX 0.30 E. MAX 2 3.00 6.00 36.00- 10.80 BONUS FR DOOR SIMPSON 7001 WOOD ARGON YES N.A. 0.31 N.A. 2 ` .2.50 8.00 40.00 12.40 YES 0.00 0.00 AREA OVERHEAD GLAZING ROOM TYPE REF MODEL FRAME GAS LO -E LAYERS U-VAL SUM OF WEIGHTED SUM OF WEIGHTED AREA AND UA: U. UA/AREA: QTY W H 746.00 224.60 AREA 0.30 UA SKYLIGHT MILGARD 790 ALUM ARGON YES DBL 0.49 0.00 0.00 SKYLIGHT MILGARD 790 ALUM ARGON YES DBL 0.49 0.00 0.00 AREA AREA AND UA: U. UA/AREA: 0.00 0.00 0.00 VERTICAL GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO -E LAYERS U-VAL SPCRS QTY W H AREA 0.00 0.00 SUM OF VERTICAL GLAZING (not included OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO -E LAYERS U-VAL IN UNHEATED in sum of SPACES: all glazing above) QTY W H 0.00 AREA SKYLIGHT 0.00 SKYLIGHT 0.00 SUM OF OVERHEAD GLAZING IN UNHEATED SPACES: (not included in sum of all glazing above) 0.00 - D FOR RE CODEAP�.01IE1� OE FEB17 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER Daly ,-0-70z00- t0 w o a UL,.zQ��„cng Zo>-ZN-NWS xotlo:mgzmw o U w U z a w J 0 w ¢�cnUow rn0. ol-F o.�wµZW�Uo1-a 1-1 FKEFRzaE wogo0i'- tnaw 0Vix�WO oc-5 Si 2 UI �a1 Z V, O O°ZIpgzZd _�mUawoZwWwwo oaiW�cn tv) �waoWPOzci a OZ QN U�Naw = o . uaa�_ "'u'z mN=o�o z('�ao85(P E, E li0< m ¢oaw_w¢i°ceorect aZw�F_�>U..aw¢a ( U U H tin W 0 la- V r) LOT 5: 5 112nd LN DESIGNED BY: DATE: JcleR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/1 1/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: 015-680 A2 Al2 ARCHITECTS NORTHWEST JOB NUMBER 1A1I50210 j ' Na.. 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''� ' � , r ,A. PAP. • 1 W lc�iGY1�T%y ; 2� i x vr1 I a ,. r �11'IICE�, INTO (2) #4 CONT. FOOTING BARS CONTINUOUS _ IIIIII—: I ° -•�9 '4• ` a • III—I % tiI I I = — / W ��' u, 5 Z Z_ No ;N� FgQ1= m til N 41 v }II •, • �.: r!• . /' ; • ri' .. ; ® ,%"� �' / L}-� t �f 41100A-4 2.11�,( rI2 i' 411 - 1 �i1, r �,„g ,°. • 'y0 a — c,, 1� WA`r N Q = 1I( - `� • _�--- �'r �= I I I I—• I I ° .:. •d. '—•I I I- a Z W W W W W a' O (A W J In C4l- W �r ' // H�I� y(� - vJ�c� N � a _ _-__L p,n V '_�(u / fXO g N RIF Oz¢rnJ p� =d' 1_ v�Ja�_ �'Nz ,� 9 ,• .� rl °v �• a .:: Qlr 2` •- 4"4r PERP. CONT. " " FILTER AROUND /jl/"r FND. DRAIN MEMBRANE w/ 12N0gWozp�zzE' ``'�x��0azFa= ¢EQw§w¢ErE.: 12 , o. I=rim I 1 ca / - Ilalll = 11E=. , @` zj �J i cp r � 1 11- f�c/ _tel _-•��` c a { I .'=". .r' SOCK PIPE azw�j>r�al, ¢¢ L RAI SED FND NALL L.oo RAISED FND 1NALL 5 RAISED SED FND 1NALL 8 THICKENED SLAB 0 0.H. DOOR o �- FRAMING 4 FOUNDATION I7T, ON I LS I SHEET - I ¢ I S 4> 20 52 1/16" PLYWOOD SHEATHING NAILED (HANDRAIL GRIP SIZE PER NOTE: SPACING GUARDRAIL MEBERS BETWEEN INTERMEDIATE TO BE SUCH THAT a' g2 1.l..I 8 2 DIMENSION -771-7 SHEAR WALL PER PLAN BATT PER INSULATION PLAN w/ 8d NAILS a 4" O.G. 4 SUPPORTED PANEL EDGESLu i IRC I R5111.5.5.) 1/4" DIA. MIN. A SPHERE OF 4"DIA. SHALL NOT PASS w SHEAR WALL PER PLAN SHEAR BATT 3/4" 4 SCHEDULE INSULATION PER PLAN— T. � G. PLYWOOD SUSFLOOR FLR. JSTS. PER PLAN — I6d " O.G. ROOFING MATERIAL PER ELEVATION HANDRAIL, CONT. THROUGH ANY OPENING W � '- J 0 _ 5 SCHEDULE FINISH PER ELEVATION OVER y SSS PER PLAN � \ OVER BUILDING PAPER � SHEATHING FOR OF FULL LENGTH STAIR HANDRAILS IRC PER 8311.'7.8 �I :, 2 Z N d ®4 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 2x STUDS PER PLAN �♦ '♦�♦ o v O • GLUED � NAILED EXTEND 12" ABOVE -N BALUSTERS TO CONFORM LAP JOIST 6" S 8d @ 4" O.G. INSULATION �� INSULATION TO IRC 8312 3 - - - �-_ _' WITH I I/2 CLEAR AIRSPACE i•1rim ." Z - FLASHING WOOD TRIM - �' —MUDSILL / A. BOLTS PER FOUNDATION PLAN ♦ ♦� ENTED112XBLOGKING i O O " A35EASIDEOR T = - J jrtryffirowitivi �� I//�� rrrtrirrrrrrrrrlrl /r 1'1','1!,V1!'!1,1!,!'!�1•!•!,!11 J''','''tt�l'Vi1i1i1i1i11111i,�1\ C W/ (3) 2 DIA HOLES PER 24" O.G. (BLOCKING - f I L57o ON ONE SIDE tt o o o �/ w6 OPTIONAL 3p° M,o�X. SLAB To G E „ 4 GONG. SLAB OYER 6��MIL (BLACK) Y.B. OVER TO TOUGH TOP PLATE) O_ ', LI E- :n N MIN• WOOD TO SOIL ` 4 GRANULAR FILL FASCIA BOARD i Z i li ��' I (I) #4 BAR CONT. MAX 6 BELOW TOP OF FND. WALL l : : 1 .d6 I II ° y'�' a '. •°'• •' • ° e•• • ° ..e • ; , ° •° ° .a . 4, :; -g ' J« �.� �,��♦_ PER PLAN z II 36 MIN. STAIRWAY WIDTH I c=i� co \ j, ,I '♦� ♦ 5 CONTINUOUS z O PER IRC 8311."1.1 1 II I co 0.1 co z .- (3 Ibd T E NAILS Q _ BEAM PER PLAN 1' LK 6 R B r-- I I 2 4X12" CLEAT W/ 2 NAI ?&INTO \ F.: 1,x _ p / ,� / / / / / /�/' /\/\/ `/ \ \ \ \ \ \\\\ \ /� /\/ / TIGHTLINE�\\ /�\• \ = STORM DRAIN - //< IF REQUIRED I d ° I L• e If � � it A.4. 411.; : ' • Il ' °' e _.. ° . .r - .. F=� .t. •:t� , •f = r,• �. f.:A r . •::: , t?:: "' �,, �.•_ic.'%:!J .••a.;;: -r , ~:, • •, •, •� r % t , , .. ,,, . _.:�.... " 1.. �. .-�,. '.7, '7.7".%''') 7 r r , t %.*". j/\,\,\f/\� • \\ \\ \\ / // // // // \\ \\ \\ ♦ METAL - - -'"` — = BEAM w L550 @ 24" O.G. (BIRD �I ♦ I GUTTER PER PLAN w w U BLOCKING TO TOP PLATE) ► �► ► �i ♦ •♦. = r _ ! " 10 MIN. � ,. _ w w °i Z BOTTOM OF BEAM SIMPSON PB OR "MA6" I— ►— M � (2� d At, I ILS INC3 COLUMN I POST PER PLAN !��I �✓ 61 TREAD BELOW uu:. STAIR INSTALL 1/2"!IIQ O J 0 ► ��I :--. o ��° 8d NAILS ® I / W _ d G.W.B. ®CEILING WALLS Z I_ 4 1 V\/\ \% \\/-7-7\--'7•C17:7-7-77\\\ \IL , /\///// \�\\�\ II = z OR APPROVED 6 MIL. BLACK V. B. 1 �I ���I 4 O.G. (SHTG N (0 g r (3) 2X12 STRINGERS C., - EQUAL •/j/\/�, : �tl \\�\\/��'"': ''°tl° , .: ^ //\ /#4 BAR VERTICAL ®� 18 O.G. i�\�, HORIZONTAL ®18 O.G. SIMPSON HI CLIP 141 TO BIRDBLOGKING) E r ilia ' „ r cV • °.,a • °:: • • • • ., ,•. ° :: ;; .1 •• •° ' • - • ea _ EACH 'MUSS \ \ Lem �ec °0 SII OVERHANG FIRE BLOCKING ®MID -SPAN r _ li "4 . • . e , . •d . I6d ® 2X4 THRUST PER PLAN :: NOTE: GREATEST AND LEAST TREAD 4 :tl� 4 O.G. SHEAR WALL PER PLAN �� ► RISER SHALL NOT VARY MORE THAN 3/8" \ _ -111-111-11 1I I=III=III=III=III= III—III=III=III I- I'-4" _ I— 1-111— 2) #4 ill '—I 11- I— \ BAR CONTINUOUS SCALE : I" = I' -O" .-' l.�- a• ~ (2) #4 BAR CONTINUOUS OR HEADER FINISH PER ELEVATION OVER I �: (PER IRO R311.'1.5.1 $ 8311.115.2) 3" GL8` e ' , , : : `4 II HOOK=) ,A� 15 LB. BUILDING PAPER BATT INSULATION PER PLAN OVER SHEATHING PER PLAN (5) 8d TOE TO THRUST NAIL BLOCK STRINGER 4"4) \ PERF. FND. DRAIN 4 11 8 11 4 11 `� +i�1�1 II SCALE : I = I' -O° NOT TO SCALE rv/ CANT. FILTER MEMBRANE , SCALE : I" = I' -O" JOIST OR BLOCKING ®FLOOR BELOW / A SOCK AROUND PIPE a 8 GARAGE FND. ILL �O CONTINUOUS FOOTING 111 FLAT CEILING 4 SAVE INTERIOR STAIR IY. JSTS. PER PLAN FLR. JSTS. PER PLAN LAG' SCREW SPACING SII DIPPED GALVANIZEDAOR STAINLESS HO STEEELL LLAG SCREWS SPACED PER TABLE. (1 BATT INSULATION PER PLAN JOIST SPAN IN. O.G. PLAGE BETWEEN 2" 4 5" FROM ENDS 4 STAGGER ®2" FROM TOP BOTTOM. TIP OF ► 1 ►��� + ... • .: .-:.;e :_ FLR. BATT INSULATION PER PLAN 3/4" T. 6. PLYWOOD SUBFLOOR NAILED —... ___ 2X6 P.T. OR CEDAR TOP RAIL 6'-O" LESS30FACE LAG SCREWS TO FULLY EXTEND BEYOND INSIDE OF RIM JOIST. MAXIMUM WALL SHEATHING4kn ��4 ; • - 3/4" GLUED T. G. PLYWOOD SUBFLOOR NAILEDGLUED ill 1X4 P.T. OR CEDAR EACH SIDE 6'-I" - 8'-O" 23 THICKNESS IS 15/32 . " r ADHERED STONE VENEER—►;��� 2X5 P.T. PICKETS 8'-I " - 10'-O" (S ,rt} n 1 ',r ¢ ` , . ►♦�• •.•..' z R CEDAR _ iiiiiiiiiiiiiig i 1 III/111111/III// T - .,. 9 . / 1/8 WEEP GROOVE ®24 G. • '` il")/II4X4 „ 10 -I - 12 -O 15 r -a `�.°°°PR ,qr- R "=.°`T .i E • , ° _ • Q. 1X4 P.T. OR CEDAR EACH SIDE , „ , „ _ _ _ 12 I 14 0 13 , �.-, . FLASHING OVER TOP OF EDGER 011, , . ., - ,1 �. n HUr„�' :;,vcc , ,, ; , o,. 1? GbNc.WALL PEI? LAN __, .. �� .. : e - r tO dJ tri m 1 ,� � P.T. OR CEDAR POST / i) (1 3/4 NOTCH DOWN SIDE OF BEAM) SOLID BLOCKING SOLID BLOCKING Nu- ., BY-YIJ�-c<� ; a 4:.: A \ (4) I6d NAILS EA. SIDE I ' I BEAM PER PLAN 2 X 4 CLEAT EACH SIDE 4) I6d NAILS BEAM PER PLAN d 2X4 P.T. OR CEDAR SPACED DECKING16'II 16'-I" IS' 10 „ FLO _1? SHEATH, , NAI INC., , ;nr, l"yrs * _, 't" , *•A , ' tr (1 E E,4. SIDE - -O" T,6'A ,, ,� , E: MORTAR �*44 °° ' 0 �+ O.G. TO Jb�ST�-•WI NO To�,S� _' QNCITIg c� IO OcI. , �;: - ' lO t I c lr_s °°> SEAT _G BED s• "`+ �♦ ► 1 ►�� •♦♦• : r d' • •:° •• •F. ° (1 ►�► I►�►4►�►�►�►�►�►�11 •L 2 X 4 CLEAT EACH SIDE - ? \ BOTTOM OF BEAM (2) Ibd EA. SIDE PER PLAN 2x TRIM—+�• P.T. BEAM° PER PLAN '� gENS I IIFIA111 P.T.PERJO ANN BOTTOM OF BEAM (2) Ibd EA. SIDE P. T. POST PER PLAN p° oeTlar,�r� 01. '- }�� ° ���� • a• •d �= — / / �� ���� • i _-FRAMING (2) SIMPSON A34 ANCHORS6 ®EACH POST P. T. POST MIL. BLACK Y. B.„��P.T. X -- -FRAMING (2) SIMPSON A34 ANCHORS6 ®EACH POST MIL. BLACK Y. B. DECK _ ������� =�= 2” MIN. p" . f",MIN°"., N •••: 0 It JSTS. PER "MAX" -' :- �tdRTAR JOINT (2)I/2 SGR BEP�M x4 LAG MBED TO POST GAP PLAN * ►�� •.. • . • N J d . ' .a : : ee . d e•• a' ° d e : • . e : e . JIY. • • • • ed . d e'• a : e .. 'e , ° '. ,° • .. .• ' e' . _•• '1 • • ��� ,• . . • (r) P.T. POST PER PLAN PER PLAN POST BASE PER PLAN ,, NOT TO SCALE LEDGER PER LSIMPSON . `=� �- ;.-a 2x HF#2 OR MIN. z =1 11=1 1-11 I- '11E -II 1- I : 1°• ' 114‘ • II . •e A. ; , ° .II °ay. d °_ " " ' " ' -: :I •'• .; -•'••.740-11-1---F1- °° ' ° ° "°^ °- I=III= I E111 -E1 1=11 1 SOLATED OOTING PER PLAN SCALE : I" = I' -O" -111-111-111-4i)1=111—_ 1-1 I I 1—I 11-111-1 , I_ I=1 PER 1 1—I 1 1 ; 11 1-1 I 1 PLAN 1 1— 1 I, ; _ 4 BAR 1 1 I PER PLANS SCALE : I" = II -0" HTT4 PLAN. MIN. 2X8 TENSION TIE ® MIN. • •e I xal LVL RIM JOIST ADHERED VENEER' O/ CONCRETE \ \ -111-111-111-461-111— =- 1-1------111E1_ • I I I I I I I I I I I I I 1 I -4 �I I �' I I I I I I I I 1 2) #4 BAR CONTINUOUS 2 LOCATIONS P.T. HF#2 ,, 2 MIN. , -° JOISTS ® TENSION TIE Z 15 PER DECK - TENSION TIE NOT REO'D WHEN DECK IS NOT MORE +. •. * d,.- ' 1 TO BE 2x OR LVL I o Z THAN 30" ABOVE GRADE STEM WALL OR FRAMED �.��1 w ' :: try" — ` _ 1 II SCALE : I"- l'-0" AT ANY POINT WALL SCALE : I" = I'-0" INSULATION 2X STUD PER PLAN WALL �� �' ' V v �) rFOOTING ,22 CONTINUOUS NUOUS ISOLATED FOOTING r 24 DECK lN/ FLUSH BEAM � : DECK LEDGER DETAIL. �4 !=-, " m 1//2" CDX PLYWOOD SHEATHING % 41 V .1 O a. 2 LAYERS GRADE D ' BLDG. PAPER WEATHER I� L ,r I. NON-COMBUSTIBLE FOUNDATION SUPPORT RESISTANT BARRIER if.. 2. MAX. THICKNESS OF 5" CORROSION RESISTANT METAL (GALV,) LATH ��� �• • 3. MAX. WEIGHT OF 30 PSF 4. NON-COMBUSTIBLE LINTEL ABOVE DESIGNED BY: DATE: JdeR 10/05 "I- ii t• : OPENINGS DRAWN BY: DATE: BLH 12/21/O5 ADHERED STONE VENEER : 1-1• T'r'PE MORTAR "N" JOINT ��� PROJECT MANAGER: "N" � . /;; CHARLES PATTON TYPE SEATING MORTAR BED , ♦♦ ►,t,1 �' RECEIVED REVISED BY: DATE: JMP/A0 1/1 1/16 CITYOF T�DK''6LA i:44444 JAN 142016 r 26 GA GALV. CORROSION z��: R ' It• IA • RESISTANT WEEP SCREED- t p`,� 0' '" L., j, ' > DATE: LAP SCREED BLDG. PAPER OVER = -LATH TO COVER 4 i ����: •. , APPROVED ATERAL BY: I; I 01/01/16 TERMINATE ON FLANGESrz w a • 1 '7 LATERAL JOB NUMBER: 015-680 WALLA.- ALL ° v d FEB 7016 . • 4" MIN. %REED TO &RADE) ' NOTE.• 2" MIN. (SCREED TO PAVEMENT) —► • a EXTEND ADHERED STONE /\/\/\/\/\/\/k/\/ •4 d• MIN. I" BEL FOUNDATI� ,DW Tom•'- "BfTukwtlab • lJ �► �N DIVi�l .21. I 1 \j/\� %/\\%//\/�\1 a a a • NOT TO SCALE Al2 ARCHITECTS NORTHWEST JOB NUMBER r 11 , r 26 ADHERED VENEER 0/ SHEATHING 1NI50210 j l0'-0" 51-0" 30'-0" I6' -O" 1'-OII 3'_0" O in 2411 50. x 10" FTG. 14/(3)114 EACH NAY JIM ()DS. 48" x 48" LANDING. O • J ---1 15'-O" I5'-0" O (4 / 6'-211 4'-6" D.S. 44 • a d • 1 1 .• milmwr a 7"x14" SCREENED FOUNDATION VENTS (10) REQUIRED 0 18" SQ. x 10" FTG. 3'-O' /`w/(2)#4 EACH NAY a. •Ii' 4" CONC. 'VER 4" GRANU R iy ILL i i a 4x4 POSTS TYP. U.N.O. 22 Lrri 36" SQ. x10" w/#4 ® q" O.G. EA. NAY (4) MIN. STUB OUT #4 BAR 24" @ IS" O.G. 9 in O in 2 1'-0" 511)5 OUT #4 BAR 24" @ 18" O.G. 1'-OII 4 'I a (n • GRAM. SPACE 6 MIL (BLACK) V.B. CO FT2 30" 50. xIO" w/#4 @ 7" 0.0. EA. NAY (4) MIN. 18" SQ. x 10" FTG. w/(2)tt4 EACH WAY MIN. I8"x24" CRAWL SPACE ACCESS INSULATE 4 W.S. N1 X vz. 4'-0" Alta FT2® 30" SQ. x10" w/#4 @ 1" O.G. EA. NAY (4) MIN. • 18" SQ. x10"FTG. o II w/(2)#4 EACH NAY 12'-0" 22 O N • cv I d- • O tt 6i L-1 r1 22 I u r--T— s 20"x25° CONC. PLINTH w/28"x36"xl0"FTG. TYP. (2) LOCATIONS N a' -l0" " 8'-5" R.O. O 9 201-O" 16'-5" R.O. FTI 56" SQ. x10" w/4t4 ®a" O.G. EA. NAY (4) MIN. 0D5. (V 10'-O" .a-, • I..I.• ,,,,11=11 .. • • 4• • 44 4. J EDGE OF SLAB \, • e I 11 1 I 11 h4 L e J 4" DIA STEEL BOLLARD I - EDGE OF SLAB SLAB ON GRADE 4" CONC. OVER 6 MIL (BLACK) VB. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS BLOCK OUT CONC. FOR FURNACE DUCTS BLOCK OUT CONC. FOR 3° DOOR ABV. (R.O. = 3'-39 I •• L --- BLOCK OUT CONC. FOR 2b DOOR ABV. (R.o. = 21-119 FT2 30"'SQ, xlo" w/#4., ® I .o.G.IEA W/1Y '(•••2•• >� L4 0 ' REPRCDUOTIG!`J� ` i� .L '� m° FM t�cA't� I' PROH ITEL oT `r"l �.,...e.•-- 0 • .4 Cr �:. �..: qui •�i •j�U UC3r'll.• !pie :. 111-0" I6'-0 01).5. 0 tV 5'-OII 41-6" 36" x 45" CONC. STOOP 26'-6" nl r •F ' i_NcrH. �. '�� • r7' IOC,':,OC`10 PER 1: TFENSE CET' LEGAL COPIES(../. O THIS .0° , /..Lgi.71:7. D5! 48'-O" 511-0" 7q'-0" OVERALL 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 '/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 tiedalongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) NOTE: Sirs= 'S' SHEETS 1=0R LATERAL INFORMATION ENGINEERING DETAILS FUNATON FLAN FOUNDATION NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 5. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. SOFFIT 4 INSULATE CANTILEVERED AREAS. 5. STEP FOUNDATION PER SITE CONDITIONS. 6. 1,500 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD. ?. SEE SHEET Al FOR ADDITIONAL NOTES. O T 56" x 48" CONC. STOOP (v in 9 N FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. le")1,110,--") IDENTIFY LOT LINES IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION of Tukwila BUILDING DIVISION RECEIVED CITY OF 'Y UKWILA+ JAN 14 2016 PERMIT CENTER I- W ?- 0 . J W 1- O N U Z O 0 O W V O 0 L Z Z Q N U N$ =00 ZIap>-Z�—Nw� �m �PZNa O F O d W N L W mow8o N~z0�n.Nd0tZa70a�aUZ(4) O=Ww woom2o =N3F 0 LuzE F -au)az Lwnopo-Ngo*E5oawl-: Wlxm8WZWWwN.I N '� .twW W=-13 W Q N =zwro mp�u_=o �L,,NxoFo zL`I a8(Pe2 zz wOF`Lx QOQLN`'�w.3L13 azw���>iial�aa V') U F- 1 UH W ce 0 000 5. LLI am' N co z v 00 wU U.l w w�u. QOM 0 z cm44(141114 rn z O H ce N z O 11i tr LOT 5: 5 112nd LN DESIGNED BY: DATE: Jd®iZ I0/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/11/16 LATERAL BY: DATE: ME 1 01/041/16 LATERAL JOB NUMBER: 015-680 A4 Al2 ARCHITECTS NORTHWEST JOB NUMBER 1A1150270 0 '.1=1 . 4 •;o, .r .. A �i 3 3314: IsI DBL. 4 • at C d DBL. III II !FLOOR JOISTS TO BE: 2xI2 HF#2 ® 16" O.G. TYIPICAL, U.N.O. — MIN. IS"x24" CRAWL SPACE ACCESS INSULATE 4 WS. III DBL. DBL. • DBL. ISI I z 1 II mF`. %� II ISI. �`. / r _ 1 I I �= I I n I I I !1 11 J_ , '\\\ III I'll l i • III: (I ac IIl ISI +.a III III NM 4 0 --� 1,11p oaa ",na REPRODUCPc • �dJ OF1N'° PLAIS Y ANY MEANS IS PROI-II I D BY FEDERAL_ LAW. b90.. isiNS ARE: PUNISH/ALE 9Y UP council I-7 •a't SLI s' nr _ e a e O � AIN LOOK RAMN PLAN SCALE: 1/4" = I' -O" FLOOR FRAM I NG NOTES: CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2X12 HF#2 ® 16" ON CENTER UNLESS NOTED OTHERWISE N.N.O.) S. ALL SEAMS 4 HEADERS TO BE 4x10 DF#2 ® 2x4 WALLS .U.N.O., AT EXTERIOR WARM WALLS ALL HEADERS TO BE 4X10 DF#2' W/ `R -IO RIGID INSULATION, U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. B. PROVIDE FIRE BLOCKING ® ALL PLUMBING PENETRATIONS. 6. WINDOW HEADERS ® 8'-O" ABOVE FINISHED FLOOR ® MAIN FLOOR U.N.O. WINDOW HEADERS ® 7'-O" ABOVE FINISHED FLOOR ® UPPER FLOOR U.N.O. 1. BEARING WALLS ARE SHADED. 6. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. ci. INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE ,TREATED. II. SEE SHEET Al FOR ADDITIONAL NOTES. o13MO.. ' CO I-3 e+ OTI N PI..ANi. NOTE: SEE 'S' SHEETS: FOR LATERAL INFORMATION 4 ENG !NEER' N6. DETAI LS SEAM SCHEDULE PLAN VIEW DESCRIPTION DROPPED:;. BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. UPSET BEAM DESIGNATED ON FRAMING PLANS. bt (3/4 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 142016 PERMIT CENTER �x w}ccz> t—wl� 1-0 OZZ00_FIWUO cn U Wzo>- .(e2gw � =oci.wo zcncc L. rowOoWcLm-ci oO Qnw¢Fvwizcnac/-)C2 U W D 1-0 zQwa ���i.II N p1E Cw'ZW3lZZO L F"'J 4 C0 W 0 D:pQw'' ILamopc zL WN htgogp,g ALOrnso�p EI W0<m°1 F- U 000 W0,�� N dam' N ul UJ CV 00 UJ = U W WU. d O 4.511 T T rn LOT S: S 172nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/A0 1/11/16 LATERAL BY: DATE: MEI 01/01/16 LATERAL JOB NUMBER: 0I5-660 AS A 12 ARCHITECTS NORTHWEST JOB NUMBER 1A1I50270 \ \ \ Z0 _1 in • ZD m 10,-0n 3I-011 30'=0"` 16'-O" SJ -O:1 (V 2" O i \ N O Zes in \ \ \ O 6"5. LINE OF DECK ABOVE TVP. ATIO CONC. VIP NK HW z m 1'— 1" 71-511 4'-11" 5'-011 4'-6" I' -S" (2)5 060514 DIN GPT 2x6 WALL BUILT-INS 5'-o11 5'-0" I 3'-011 0 to HUTCH (N 36" °WIDE DIRECT VENT GAS FIREPLACE. INSTALLATION 4 LOCATION, OF VENTING PER MANUF. SPECS.- LIY CPT 6°8°C.O. 4'-O" 4'-0" 4'-6" m obi' I0 56" WIDE DIRECT VENT GAS FIREPLACE. INSTALLATION 4 LOCATION OF VENTING PER MANUF. SPECS. F GPTAM B KIT O 41-011 ff) N • HW O 42 VIKING STOVE wiHOOD FAN /0 O 0\ 00 0 10 11 12 15 R.$5. 2'-8" 68 4,-O" SHOWER SG A 5 3 SA4 TILE 2468 UP UP ISR. 4'-2" 4°CLG. %s' PANTRY HW -3°6°S.H. 12'-6" 2°2°CAS. 2°2°GAS. (HORS. @ 5'-0" A.M.F) 6'-6" 5 SHELVES 6'-5" 48'-O" !NIG GPT (V d1 FOY NW � o 4'-10" N - t- — ENTRY PORCH CONC. 0 N 1 ;4- 10" S' -O" 5°6°5.H. O N O d - Y12" 2'-0" 20'-O" 16'-O" 16°8°O.H. GARAGE DOOR VENEER 2868 )2468 8'-O" DEN/GUEST m CPT R45 61-511 EGRESS 5°5°SLDR. 6'-611 701'-0" OVERALL \/AI 8°8°O.H. GARAGE DOOR TIGHT FITTING,I-%° THICK (MIN) SOLID WOOD DOOR W/ SELF CLOSER.. L 4" DIA `STEEL BOLLARD TOP OF PLATFORM ® +IS" ABOVE SLAB 1TANKLE55 WATER HEATER WITH MIN. 0.42 THERMAL EFF. L_ LINE OF WALL ABOVE LIGHTWEIGHT ADHERED STONE VENEER L I J GARAGE NOTE: INSTALL" G.W.B. WALLS, Fig A x BEAMS. 11 ' ' ,A I v G.WB. @ CE"ILI GS.(-)' r''" A�>>G'� �, �,: I e , ^ ` t � � o ° oG On ('? 'Ree 5 -GAR/ 6 Y GONG. ',:..z.--fsY rLUr.r UP e .t ARE FI)�po' BL3 ' I e e fe' n J GUS nCfl of Nul:, � tling 1 L1 I -t Dir.,3iFoiers J PER U NSE e a � ?`', ysm. Sr'FPi ! rt c ki N 5°8% LT. 41-6" FLOOR PLAN SCALE: 1/4" = 1'-0" FLOOR PLAN NOTES: i. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. EXTERIOR WALLS TO BE 2x6 STUDS @ 16" O.G. U.N.O. 4. 9 INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 5. 75% OF ALL INDOOR FIXTURES SHALL BE HIGH-EFFICACY-EQUIPED PER.. WSEG SECTION 505.1 6. SPECIFY HIGH -EFFICACY FIXTURES FOR ALL OUTDOOR LIGHTING ATTACHED TO THE BUILDING OR MUST HAVE PHOTO DAYLIGHT CONTROL AND A MOTION SENSOR PER WSEG SEC 505.1 1. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. THE FOLLOWING ARE NOT CONSIDERED HABITABLE ROOMS: BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR. 8. RAILING ® 56" A.F.F. w/ IY2"xlY2" PICKETS ® 5" O.G. TO NOT ALLOW A 4" dia. SPHERE TO PASS THROUGH. 4. GUARDRAILS TO RESIST 200 LBS 4 IN -FILL COMPONENTS MUST RESIST 50 PSF (TYPICAL). 10. HI -EFFICACY FIXTURES FOR ALL OUTDOOR LIGHTING ATTACHED TO THE BUILDING OR MUST HAVE PHOTO DAYLIGHT CONTROL` AND A MOTION SENSOR PER WSEG SEC 505.1 II. SEE SHEET Al FOR ADDITIONAL NOTES. 12. SEE SHEET A2 FOR VENTILATION AND ALARM SCHEDULES. NOTE I. A PERMANENT CERTIFICATE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY BUILDER OR REGISTERED DESIGN PROFESSIONAL. 2. PROVIDE AT LEAST ONE THERMOSTAT FOR EACH SEPARATE HEATING AND COOLING SYSTEM. 3. DUCTS, AIR HANDLERS AND FILTER BOXES SHALL BE SEALED. DUCTS SHALL BE LEAK TESTED BY EITHER A POSTCONSTRUCTION TEST OR A ROUGH -IN TEST. 26'-6" 31'-O" d' 0 N R IEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION REEVE CITY OF TUKWILA JAN 14 2016 PERMIT CENTER NOTA: SEE '5' SHEETS FOR LATERAL INFORMATION ' NG I NEERI NCS DETAILS AREA SUMMARY LOWER FLOOR: N/A MAIN FLOOR: 14012 S.F. UPPER FLOOR: 1858 S.F. TOTAL FINISHED AREA: 5550 S.F. GARAGE: 5448 S.F. ENTRY PORCH: 125 S.F. DECK: 50 S.F. TOTAL COQ AREA: 1'18 S.P. UNFINISHED AREA: WA MUM F- W M o o 0 o o Uo• ul cr 0 WI) 161.1 Sgc°N = V wcc , QOJ 1431,1 Z o CgT 0 � U o § 00 z o w - co «r5 L -32Z z • NQ O • � z O z O kf) d3 tT LOT 3: 5 172nd LN DESIGNED BY: JdeR DRAWN BY: BLH DATE: I 0/O5 DATE: 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO I/11/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: 015-680 Ab Al2 ARCHITECTS NORTHWEST JOB NUMBER 1A1150270 6 64- 6 CD 4:V5, o(- r;= N (V P.T. 2x10 GER u, 00 0/ IO DF#2 (DROPPED) 11 7 7 ^i R X 0 i i 0 •Ar• • $o 0 ii DBL. I. 0 :0 0 • /, ism M U- 9 N In 4x8 DF#2 (DROPPED) 4x8 DF #2 NOW 0)11) 3113"x12" GLB 24F -V4 (FLUSH) J - 4f) 11 Osb DBL. BLOCK UNDER WALL ABV. TYP. 0.JI3)6x12 BUILD-UP ON TOP BLOCK UNDER OF JOISTS FOR 4":1 1-0" SLOPE— WALL ABV. TYP.- 2x10 D.J. 16" O.G.— _2xI0 LEDGER 516"x16" GLB 24F -V4 (UPI) • • 0 FLOOR JOISTS TO BE: 2xI2 HF4t2 c 16" O.G. TYPICAL, U.N.O. n N It • — —.1— .. "��,1�:��:f (U14) 5."x12" GLB 24F -V4 (FLUSH) BY AR Ammo , bL ey • • I;ki =ix` NOV 516"x" GLB 24F -V4 S!YxaGLB 24F -V4 Ano) UPPER FLOOR FRAMINO PLAN SCALE: 1/4" = I'-0" FLOOR FRAM I NCS NOTES : I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2XI2 HF@2 @ 16" ON CENTER UNLESS NOTED OTHERWISE (U.N.O.) 3. ALL BEAMS 4 HEADERS TO BE 4x10 DF#2 0 2x4 WALLS U.N.D., AT EXTERIOR WARM WALLS ALL HEADERS TO BE 4X10 DF#2 W/ R -IO RIGID INSULATION, U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. 5. PROVIDE FIRE BLOCKING 0 ALL PLUMBING PENETRATIONS. 6. WINDOW HEADERS ®8'-O" ABOVE FINISHED FLOOR ® MAIN FLOOR U.N.O. WINDOW HEADERS 0 1'-0" ABOVE FINISHED FLOOR 0 UPPER FLOOR U.N.O. 1. BEARING WALLS ARE SHADED. 8. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. n INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. II. SEE SHEET Al FOR ADDITIONAL NOTES. tb 2xI2 F.J. ® 24" O.G. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER NOTE: •;SEE 'S' SHEETS FOR LATERAL INFORMATION $ ENCS I NEERI NCS DETAILS NK W)-oZ}F-WIj 1-0 OzzOO,JWOO F-ZJp}Z�U(nwF- e Fz(n UaFwOzawW<:,..a p�WdUWZV�k�--� z =p Z �OgoR 1 -NET ~a NUN Opff2�tn�- Z (D Z1§ ZZU m_mowoo0¢wN a i- ,11 Zfn WU� _ Q N 2 OHOZ< = p Q0ELUZo W�� QpQmoQU o< QOQW'N�wQ8(pbiV ILZwF �>LiILi.. 2 O 0 i Z W J Z N Q -I- o 000 000 w ()) T Is. 2N N co Cie 0 UJ N co Z =vw wu-cc Q°J O F— kr) W tr LOT 5: 5 I72nd LN DESIGNED BY: DATE: Jdet? 10/O5 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO I/11/16 LATERAL BY: DATE: MEI 0I/O1/I6 LATERAL JOB NUMBER: OI5-680 Al A 12 ARCHITECTS NORTHWEST JOB NUMBER 1A11502-10 E3EAM SCHEDULE PLAN VIEW DESCRIPTION – — – — — — – — — – DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. _______ FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. [%///A UPSET BEAM DESIGNATED ON FRAMING PLANS. /� NK W)-oZ}F-WIj 1-0 OzzOO,JWOO F-ZJp}Z�U(nwF- e Fz(n UaFwOzawW<:,..a p�WdUWZV�k�--� z =p Z �OgoR 1 -NET ~a NUN Opff2�tn�- Z (D Z1§ ZZU m_mowoo0¢wN a i- ,11 Zfn WU� _ Q N 2 OHOZ< = p Q0ELUZo W�� QpQmoQU o< QOQW'N�wQ8(pbiV ILZwF �>LiILi.. 2 O 0 i Z W J Z N Q -I- o 000 000 w ()) T Is. 2N N co Cie 0 UJ N co Z =vw wu-cc Q°J O F— kr) W tr LOT 5: 5 I72nd LN DESIGNED BY: DATE: Jdet? 10/O5 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO I/11/16 LATERAL BY: DATE: MEI 0I/O1/I6 LATERAL JOB NUMBER: OI5-680 Al A 12 ARCHITECTS NORTHWEST JOB NUMBER 1A11502-10 10'-O" 7'-O" 3'_0" 5'_0" 5'-10" Zo in 0 $ an 044 of dee% 0 N• O cm • m 0 0 ▪ DECK F.T. 2x DECKING N 3°3°PIG 321-0 4'-6" I'-6" 2'-4" 2;-4" / /. 2°3°S.H. 4'-0" BR4 GPT 6'-2" 2x6 WALL / \5°S.F. 60"x'78" 7U8//SHOWER 5 3°6°S.H. 101-0" 41-4" 4) 4) R45 0 11)) 1 3'-4" 0 N MBA TILE tY O 3'-211 51...2111"\I ` c. x N 3°3°FIG 7'-10" 2 6 zo 5R3 GFT 7'-6" 2WAY DIRECT VENT GAS FIREPLACE INSTALL PER MANUF. SPECS. OUTSIDE AIR MBR GPT 2°2°PIG. a' -O" 0 m tr 1'-4" 3'-6" 41-0" : , 4t- 4'-6" 10 • 11 12 13 14 15 1' " 4 3 +36" GUARDRAIL 5'-3" 2°2°PIG. 4'-6" OPT MIN. 2211x30" A.A. INSULATE 4 W5. 7 R*S a1 -IO° 51-4" OPEN TO BELOW (V 3'-10" l_ J t" • LDY TILE a a HALL GPT BR2 GPT EGRESS (2)3°6°S.H. 4°5.F. LINEN 41-0" 101-0" je 41-0" +56" 6.RAIL ON WALL 2'-O" A 5A2 TILE 2468 2468 286 O N 4'-'7" S' -a" (2)3°6°S.H. WHOLE HOUSE FAN w/AUTO TIMER 4 MANUAL OVERRIDE ck, 51-10" 5'-10" 3' -II" I' -a" 81-311 GOV'D BALCONY 4 GADO �.� (2)268°F.D. `� _ BONUS CPT (2)3°6°9.H. O 1- AMP �r00000o :EPRODUC1 PLA V`r i ERNS IS PR' 'F :,)ERFLLAW` rU SHABLE 7'-a" 1 ED c°o \ J IONS 'ES' P • z': r:s'i n9 pER LTO E s. / 751-0" 75'-0" OVERALL UPPER FL SCALE: 1/4" = I' -O" FLOOR F2LAN NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. EXTERIOR WALLS TO BE 2x6 STUDS ® 16" O.G. U.N.O. 4. SOFFIT DOWN AREAS ARE SHADED. 5. D INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. THE FOLLOWING ARE NOT CONSIDERED HABITABLE ROOMS: BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR. 7. SEE SHEET Al FOR ADDITIONAL NOTES. 8. ''SEE SHEET A2 FOR VENTILATION AND ALARM SCHEDULES. NOTE I. A PERMANENT CERTIFICATE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY BUILDER OR REGISTERED DESIGN PROFESSIONAL. 2. PROVIDE AT LEAST ONE THERMOSTAT FOR EACH SEPARATE HEATING AND COOLING SYSTEM. 3. DUCTS, AIR HANDLERS AND FILTER BOXES SHALL BE SEALED. DUCTS SHALL BE LEAK TESTED BY EITHER A POSTGONSTRUCTION TEST OR A ROUGH -IN TEST. NOTE: SEE 'S' SHEETS FOR LATERAL I NFORMATI ON ENG I NEERI NG DETAILS • O N REVIEWED FOR CODE COMPLIANCE APPROVED FEB 1 7 2016 Cityof Tukwila BUILDING DIVISION of Tukwila DIVISION CITY OF TUKWILA JAN 14 2016 PERMIT CENTER 111 NIXVjw>-OZ}I-wtL ZZoOF WwOO UQZQc}Z-U(/)r 0UwOza.WW-W NUOWNaOD11. QaZ WUZZa 1-0=EPI-ZQW ie Do0Wo.0 1�-.�.Ic8RP w WI- Z0�3 zZd -1 F2QNaZ Li.Km`2°E.'I-'Ia O (WOWZW=q3 Nz O{-O(YaZ�[< oW�I a zwa.„.oam t Qoa'''�W¢°QcK,DQ B.Zw�Fs�>t�at�a°d 2 f O O ?� 09 Z aLeoI Sww 1- --1 't Z • vs. DC • o v¢ O LL 000 F c CV ^N W as Nyco Z a, LU now w U.LL Q O 4<ti Z O gelt 4-5 tr LOT 5: 5 172nd LN DESIGNED BY: DATE: JdeR IO/O5 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/11/16 LATERAL BY: DATE: MEI OI/07/16 LATERAL JOB NUMBER: 015-650 AS A 1 2 ARCHITECTS NORTHWEST JOB NUMBER 1^1I5021O l'-6" V-0" CANTIL 21-0" O.H. 'TYPICAL P.S. • f. @ 201-0" A.M.F. NOTE: ALL TRUSSES @ UPPER ROOF TO HAVE 8" HEEL D.S. P.S. • • I A. r VAU 61-0" STUB HIPMASTER 511)5 FLAT -TOP TRUSS MOW P.T. 6x10 E.J. E.J. 0 2: I I E.J. 5:12 I E.J. I E.J. ILI IU ci INWAYM 'wet-. :Mw—. STUB FLAT -TOP TR. 2O' -O" A.M.F. tf. @ 111-h" A.M.P. (T.O. 2x PLATE ON UPPER SUBFLR) TYR @ LOWER ROOF: 5:12 PITCH v4/2x6 RAFTERS OR END JACKS a. 24" D.G. T.O. BM. 111-h" A.M.F. ff. wee Yttl7fOr rLJ 7,471 VIVIMTOIM MVIMAT. VYM Gr FLAT -TOP TRUSS BOX 6,.T. 20'-O" A.M.F. 427 @ 20'-O" A.M.F. ;-; • P.S, RIDGE •0- 2 ci COMMON TRUSSES. @ 24" O.C. 17 71 z ts) .T. FLAT -TOP MONO TR. E.J. S El* E.J. C. 00 • D.S. — fI. @ 20'-O" A.M.F. MIN. 22"x30" A.A. INSULATE * D.S. R Co) SCALE: 1/4" = op — If. @ 20'-0" A.M.P. RAMIN0 PLAN ROOF FRAMING NOTES. I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL SEAMS 8 HEADERS TO BE 4x10 DFtt2 @ 2x4 WALLS U NO, AT EXTERIOR NARM I'MALLS ALL HEADERS TO BE 4X10 DF#2 R -I0 RIGID INSULATION, U.N.O. S. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. WINDOW HEADERS co 51-0" ABOVE FINISHED FLOOR @ MAIN FLOOR U .N.O. WINDOW HEADERS @ 5'-O" ABOVE FINISHED FLOOR @ UPPER FLOOR U ND. 6. ALL -MUSSES: * SHALL CARRY MANUFACTURER'S STAMP. * SHALL BE INSTALLED 4 BRACED TO MANUFACTURERS SPECIFICATIONS. * SHALL HAVE DESIGN PETALS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. * SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. 7. 0 INDICA-TES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 8. INSTALL SHEAR WALLS 4/OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOF 1 NG. ci. SEE SHEET Al FOR ADDITIONAL NOTES. 10. SEE SHEET A2 FOR ROOF VENTILATION CALCULATION(S). D.S. • D.5. NOTE : SEE '5' SHEETS FOR LATERAL INFORMATION: ENG I NEER I NO PETA I LS • If. @ II' -I" A.M.F. (T.O. 2x PLATE ON UNVL-K SUBFLR) if. @ 20LO" A.M.F. TIT. @ LONER ROOF: 5:12 FITCH $1/2x6 RAFTERS OR END JACKS @ 24" O.C. 10"x7" ATTIC ROOF JACKS (I) nO'D @ LOIN ROOF TYPICAL REQEWED FOR CODE COMPLIANCE APPROVED FEB 1 7 2016 City of Tukwila BUILDING DIVISION RECEWED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER IA' -s- 0 w lx 0 ::::;;::: : L;(4;;:inc.--°-:: z ct 12-1(%KcAL(±3rfi"°- w6mooLLR— m.Y.- 1: r: :I.< : : L:P : :::::::: o:0w:<:1-7c:R E , .. i- v) z w.9.0mccSVOc"'un-: u)°,_sox6,0Tgd LLcem8 a- z i-wv) : ci: 2z: ; ;.) 8_ ic 4 :,L6- ; ! 6`. nci- j Ec! u)(3wLIPEowiu-'wx..7(' LjgIL-23.h .- >_muf.,,,,Ego.L.IF, FLU F— U — U C-5-5 ts- kr) LOT 3: S I12nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 5EAM SCHEDULE PLAN VIEW DESCRIPTION — — — — — — — — DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. V A '4 UPSET BEAM DESIGNATED ON FRAMING PLANS. V 4 If. @ II' -I" A.M.F. (T.O. 2x PLATE ON UNVL-K SUBFLR) if. @ 20LO" A.M.F. TIT. @ LONER ROOF: 5:12 FITCH $1/2x6 RAFTERS OR END JACKS @ 24" O.C. 10"x7" ATTIC ROOF JACKS (I) nO'D @ LOIN ROOF TYPICAL REQEWED FOR CODE COMPLIANCE APPROVED FEB 1 7 2016 City of Tukwila BUILDING DIVISION RECEWED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER IA' -s- 0 w lx 0 ::::;;::: : L;(4;;:inc.--°-:: z ct 12-1(%KcAL(±3rfi"°- w6mooLLR— m.Y.- 1: r: :I.< : : L:P : :::::::: o:0w:<:1-7c:R E , .. i- v) z w.9.0mccSVOc"'un-: u)°,_sox6,0Tgd LLcem8 a- z i-wv) : ci: 2z: ; ;.) 8_ ic 4 :,L6- ; ! 6`. nci- j Ec! u)(3wLIPEowiu-'wx..7(' LjgIL-23.h .- >_muf.,,,,Ego.L.IF, FLU F— U — U C-5-5 ts- kr) LOT 3: S I12nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/11/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: 015-660 Act Al2 ARCHITECTS NORTHWEST JOB NUMBER 1^11502-10 12 5 5:12 T.O. HIGH RIDGE TRUSS HEEL • \ i @ UPPER 0 12 5� 5:12 CONT. METAL GUTTER o/8" FASCIA TYPICAL COMP. SHINGLES TYP. 5:12 12 5 6" CORNER TRIM TYPICAL 1x6 @ 24" O.G. o/ R.5. PLYWOOD TYP. UPPER SUBFLOOR • t @ MAIN 1 IJI I I '� 11 111 I J1 111 fI �J I)I I I I 1 J ?-1 1 If rJ l It] !I� l� l 5:12 el Id i l[I ILII I J 8" TRIM M.D.O. 1 8" TRIM 2x FLAT o/4" TRIM 10" TRIM 5:125 L12 � 1 1 1111111/1 ■1U1I111II/1"- 12' TRIM 5:12 SHINGLE TYPICALSIDIN6 ►41 I' 141 l T.O. 2x PLATE ON UPPER SUBFLOOR ij i GAP STONE TYPICAL MAIN SUBFLOOR FINISHED GRADE 12" TRIM (l��f4 �'JIIf'llllI'fJII 11fJyJ}IIfJflJ 11 II(JJ 111 )11y.1),Ij IIfl�f I IJ 1J1f1 �l 4 Il 111 �11 If 4 II IIIf�►41 [�ff141 f�(II I I(II��fl l�I�IfllI�{ III�f�ll►�flf b' TRIM m—_ _m,��m�__ um .— Olse— —0 .&1711.11111111111.=;1111111.11111=1.1111 mpg ..---knimmusi: MP— NM Et _ ,��■. _ ��:■ _ vim mot 1 hI __ IEa sown —S I ,_--_I 1.1.111 imentmetzwerusi 12" TRIM 8° TRIM J 8° TRIM 12" TRIM 12" TRIM NM Min "911111110- PiWM U�IR= MAIN SUBFLOOR LIGHTWEIGHT ADHERED STONE VENEER TYPICAL 5:12 COMP. SHINGLES TYP. 5 12 SHINGLE SIDING TYPICAL 5 12 RONT(SQUTH) ON SCALE: 1/4" = 1'-0" ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 5. CAULK ALL EXTERIOR JOINTS 1 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. 8705.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. R105.2 4 Ra05.2.I b. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 7. PROVIDE CONTINUOUS GUTTERS 8 DOWNSPOUTS ® ALL EAVES, TYP. S. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. NUMBERS TO BE MIN. 4" HIGH WITH 1" WIDE STROKE 4 CONTRASTING BACKGROUND. 9. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8505.7 10. SEE SHEET Al FOR ADDITIONAL NOTES. 5:12 CONT. METAL GUTTER o/8" FASCIA TYPICAL 12 j5 5:12 +56" GRAIL ON WALL 1.4/2x2 PICKETS SPACED @ 5%" O.G. TYPICAL 1x6 @ 24" O.G. 0/ R.5. PLYWOOD TYP. 5 T.O. 2x PLATE ON UPPER SUBFLOOR 12 8° TRIM M.O. 8° TRIM 11■11111■1111111■11111 1111111111111111111111 IIIIlU11111■IIIIIII■1 1111111111111111111111 11■11111■1111111■11111 11111111111111111111111 11111■111111I■11111■I 1111111111111111111111 IlUIII11■1111111■11111 1111 ■ 11111 ■ 111111111111 111111111111111111111 U111111I111111IUIIIIII '''111■1111111■1111 "�IIIlllll■Ill T 11111■1111111■11111■II ■11111■11111111■11111■ IlU111111IUI1111■11111 1111111111111111111111 11111■1111111■11111■II ■11111■11111111■11111■ 11111111■1■11111■11111 111■111111111111111■111 11111■1111111■11111■11 111111111ENNI 12" TRIM 6" CORNER TRIM TYPICAL CAP STONE TYPICAL MAIN SUBFLOOR 1111111IIIIIIl1111"- � 1111111111P' 5:12 IIIIl■1111111U11111■I IIIIIIIUIUIIIIIUIIIII 111111111 ■ 11111111 ■ 1111 1111111111111111111111 IIIIIU11IR11■11111■ 1111111110 1111111111 111■11111■1111111■1111 111111111 11111111111 11111■11N 1111111111 1�rr�l�rrrll�r� 111111111 11111111111 111111111111111111111111 1111111111.1111111111 111■111111"11111■1111 12" TRIM 12' TRIM 12" TRIM 8" TRIM i Q I 8" TRIM 12" TRIM 12" TRIM A 12" TRIM TRUSS HEEL @ UPPER +36" GUARDRAIL w/ 2x2 PICKETS SPACED ® 5%" O.G. TYPICAL UPPER SUBFLOOR ff. ®MAIN N` POST PER PLAN MAIN SUBFLOOR 0 O N REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 LIGHTWEIGHT ADHERED STONE VENEER TYPICAL RIGHT(EAST) ELEVATION SCALE: 1/4" = 1'-0" — 6" TRIM @ JAMBS w/ — 6" EXPOSED 12" TRIM @ HDR/SILL LAP SIDING (EXTEND 2" PAST) TYP. TYPICAL ® WINDOWS 1 DOORS City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER I-owozoo�vw)So ocP)woz°_nwv, -w QO(noow v_)a o tYwaUWZ ��K o~�o��_zawa cw F--��N�..II�� �u_riAZ1-?iZiZZU -CCJ F4kl-'4z w0DO-id 00awl= wni CaOpau_ZwWCv: uwi�jtOF�� �Q)U NtY Li In -� Q Z o zli Or=��N zviaoozoa� w wuooFam � azw�Si�>LLo L.. Q U 0 00 rn W <�w2 LIS rT v co LO CC N Q O O ce u N Lc) co Zv o0 W w wU. Li. Q O J LCI 0 tr 1 LOT 3: 5 I'72nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO I/1 I/I6 LATERAL BY: DATE: MEI 01/01/16 LATERAL JOB NUMBER: 015-650 A10 ,4l2 ARCHITECTS NORTHWEST JOB NUMBER 1A1150270 TRUSS HEEL @ UPPER O it UPPER SUBFLOOR If. ® MAIN 12 5 5:12 COMP. SHINGLES TYP. TRUSS HEEL If. @ UPPER 0 N 12 5 5:12 12 5� 1x2 TRIM o/2x8 BARGE TRIM TVP. 12" TRIM 12 5:12 5 6" CORNER TRIM TYPICAL \UPPER SUBFLOOR ff.. @ MAIN 6" EXPOSED LAP SIDING TYPICAL MAIN SUBFLOOR E6 SG1 TSG 56, l T T 12 5 T EG T 12" TRIM M.D.O. 12" TRIM T T 56 / T T 12" TRIM 12" TRIM K.• ,.___, .7 . 12" TRIM .. h:%• •``'.."�.T •- .:. �.�. �... �.. =f J�•�,r'�' .0 f"•: t'r' ,. . .� .. : '1••. •'•.. •Y •�}•'�•s�'�.e .'s.: — 6" TRIM ® JAMBS w/ 12" TRIM ® HDR/SILL (EXTEND 2" PAST) TYP. ® WINDOWS 4 DOORS REAR(NORH) eL=V,4TION SCALE: 1/4" = 1'-0" ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING 8 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING'. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 3. CAULK ALL EXTERIOR JOINTS 8 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. R7O3.6 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. Rl03.2 4 RaO3.2.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 7. PROVIDE CONTINUOUS GUTTERS 8 DOWNSPOUTS ® ALL EAVES, TVP. S. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. NUMBERS TO BE MIN. 4" HIGH WITH " WIDE STROKE 8 CONTRASTING BACKGROUND. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8303.7 10. SEE SHEET Al FOR ADDITIONAL NOTES. CONT. METAL GUTTER OW FASCIA TYPICAL 5:12 O 1 O MAIN SUSFLOOR T EG T EG 6" EXPOSED LAP SIDING TYPICAL 12 .15 TD. 2x PLATE ON UPPER SUBFLOOR EG 12" TRIM $.::.•10:.° • .. � .. . . ... , t ... ._ .. w L. .e .. ... ... .. . .. 5 � .. .. a �...•.. .. •' 1..•: a T( ST) ELEVATON SCALE: 1/4" = I' -O" — 6" TRIM @ .IAMBS w/ 12" TRIM c HDR/SILL (EXTEND 2" PAST) TYP. ® WINDOWS 4 DOORS 56 v 6" CORNER TRIM TYPICAL CAP STO TYPICAL MAIN REVIE CODE C APP FEB '=FLOOR Q D FOR MPLIANCE COVED 7 2016 LIGHTWEIGHT ►� STONE VENEER TYPI City of Tukwila UILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER NK W>-oZ>-F-Wls. voZZzoo,JWOO UP __zng>-zNUNW� d J a F Z N OF: OZQ.WNnt, WaFNz-monNo 01-F=-,mmW6zZa p _ z a W womoRkD U FF-- pp�2�N�NZ C9 zpc$ZZU WoDUp0o:L, LL�mUPaWZWW w a.Wtio�WW=J O�L'-'0(11< Ed Oaa- "' z r gwoZ�pzr z'Na-000Q�oU QOOWL3�OOW aU azWP§s>LtL« 0 z LU W co Lo N CC • LL 0 0 0 I- N N U) ^N co co Z v. W Wiii U W W U- rE .;:t O J N 4C/471111111111 iCj3) k5) W (33 LOT 3: S 172nd LN DESIGNED BY: JdeR DRAWN BY: BLH DATE: 10/05 DATE: 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: .IMP/AO I/11/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: OI5-680 All Al2 ARCHITECTS NORTHWEST JOB NUMBER l'lI502"10 12 5 COMPOSITION SHINGLES OVER 151b FELT OVER 1/16" GDX OR 0.5.B. OVER ROOF FRAMING MEMBERS PER PLAN 12 c0 4 N TRUSS HEEL \ fE ®Urt'1=K \--MANUFACIURED TRUSSES ATT I C @ 24" O.G. 5 VENTED BLOCKING ..•.•.•.•.•.•.•.•...•.•.•.•.•.•.•.•.•.•...•.....•.•.•.•.•.•.•...•.•.•.•.•.®.®.®.•...•...•.®.s•.•.•.•.•..•.•.•.•.•...•.•.•.•.•.•.•.•...•.•.•.•.•.�•.•.•.�•.�•.•.•.•.•a �[ [ I t♦t ♦t♦ 1, ♦t♦tt ♦ ♦ ♦ ♦ ♦111♦ •♦ rvv .� .•.•yv ...••ter•••••.•.. •...••�••.••••••�•••®•vv�•.•.•..•....•�••�.. .•..•.•. . ♦t ♦1. tltlt. ♦ t ♦ � 111 � �•rvrvrrrw•rvr•• ♦ • � ••• •••••� • •••••�•••�•��•�•�•�•�•�•�••• � NN♦• •♦ ♦ � II A/1 R-4'1 INSULATION TYP. i�!J_e!®!i! `iQ�L!�!�! `iJ_J_J_J_J- a�!�44lJ 1J_�!AlQ�! IMWOMMINIVAIAIMWAVAW BONUS CONTINUOUS GUTTER OVER 2x8 FASCIA FINISH PER ELEVATION OVER 15Ib FELT OVER 1/16" "GDX OR 0.58. 0/ 2x6 STUDS 16" 0.C. W/ R-21 INSULATION TYP. 5+721,‘ ,' ♦t 71117„ At ` e♦♦ . ` AIII . ♦1/ 014 t11.i` 711 72' 72;197:71 97 3 -GAR GARAGE T.O.2x PLATE ON UPPER SUBFLOOR �0 \ MAIN SUBFLOOR 3/4" T.46. PLYWD. o/2xI2 FLR. JSTS. w/R-30 INSUL. MAIN SUBFLOOR �AtIte11tA11tet/te/AtetA/AeA1te11e/e/et/te/ I ♦At et//Atetell♦e1A/e11eA1e/1etetetete/e♦y,, 1 I 1-111-111 I: 4" CONG. OVER 4" GRANULAR FILL THICKEN EDGE OF SLAB TYPICAL POSTS 8 BEAMS PER PLAN III-III=III TTfi=_ -111,x.111 I I I,?.I I m I 1 -111- I I—III= CRAWL SPACE 6 MIL (BLACK) V.B. I I Im111-111=1 IIIII=I rLn III I ITT —1 I I� I 11, 111, 1 11„1 I I,T I=III—- I I' -117,1 ,1 I I,=1 I I=1 II -777111= I I TTTH 1=1 I I—I I 1�T 5UILDING SECTION 'A' SCALE: 1/4" = I' -O" COMPOSITION SHINGLES OVER 15lb FELT OVER 1/16" CDX OR 0.55. OVER ROOF FRAMING MEMBERS PER PLAN R-44 INSULATION TYP. 5 12 &ARA5E NOTE: INSTALL 1" G.W.B. WALLS, POSTS AND BEAMS. fib" TYPE 'X' G.W.B. @ CEILINGS. 4" CONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS c ,� TRU55 HEEL \ \ ® UPPER l l•:•_&&&...&M•_••••..•_••••_a•_ .. ae&e& MEM 'rail -111-T;111=111=111 =111=111=-11 (DTII'_ -11IQ=11 1-111=11 I-111-1 I �- —I I I—I I I—I I I—I I' MANUFACTURED TSt-*c 1\.1,1\P ® 24" O.G. "f"bv. � i,r ANYt:M1cAN51S\N ��0 LL' a AR:70.1EDEc::01_,..:\ PUHA`iLEBYF!'` :..'`. oUflG .cpuhl'shIYI �100 FER ;Eca�cc,= ATTIC ♦ ♦t It1.t ♦It♦t t♦1♦♦ t♦ ♦:t♦ ♦ t♦ ♦ t ♦ ♦ t t / ♦♦t ♦/♦ ♦1♦t♦ ♦t♦t t,Ci���� : �!i!i :C� :CC�Ci���� a� .. ..P.AP...I... CCIIMI a...e•....s® ti. VENTED BLOCKING 4" CONG. OVER 4" GRANULAR FILL CONTINUOUS GUTTER OVER 2x8 FASCIA STAIRS FINISH PER ELEVATION OVER:I51b°FELT OVER 1/16" GDX'' OR 0.5.5. o/ 2x6 STUDS -16" O.G. R -2I: INSULATION TYP. MAIN SUBFLOOR • 5/4" T.*G. PLYWD: o/2x12 FLR. vi/R-50 INSUL — 11 111♦ ,11 OAt 'f OAt •IAt ' latir 1111 IAte♦ ,I//e1, CRAWL SPACE 6 MIL (BLACK) VB. �n =111 -==.11 -11F- 111== -111E---111:7-7--11 1 I 1=11 I-1 I E JJ1=-111=-111—I 1111 11111I11[*I1 BUILDING 5 CTION SCALE: 1/4" = I' -O" IIL-.lu NEI FE tiSIH 11=-11ll.I=111' -1�1=11=1�1�I1 11-111 11.-11,. :I' 12 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER (LI I-OzUZOOHWVO UILZz¢ v:F'N5 Z Oto U }Z�-(nw� =Oo-CCmgi-ZWce 6-1 OUWUZad(n-SOD- Q -)M00 Ana O -=<VWZ �(D 214o°zzZU – F- 0 mo �, U LLZwlj w WwQcqW(nww_J 11.ZU0 mNU'2 01. Ozg xciFo wEOF �`' ?-ceUWFROO'WU azwFL>LLcL« U 000 • LN ^N Zvco LLJ di di o Wim° ?O -j O co 111 LOT 3: 5 112nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/1 1/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: 0I5-650 Al Al2 ARCHITECTS NORTHWEST JOB NUMBER 1^1150210 \ MAIN SUBFLOOR 3/4" T.46. PLYWD. o/2xI2 FLR. JSTS. w/R-30 INSUL. MAIN SUBFLOOR �AtIte11tA11tet/te/AtetA/AeA1te11e/e/et/te/ I ♦At et//Atetell♦e1A/e11eA1e/1etetetete/e♦y,, 1 I 1-111-111 I: 4" CONG. OVER 4" GRANULAR FILL THICKEN EDGE OF SLAB TYPICAL POSTS 8 BEAMS PER PLAN III-III=III TTfi=_ -111,x.111 I I I,?.I I m I 1 -111- I I—III= CRAWL SPACE 6 MIL (BLACK) V.B. I I Im111-111=1 IIIII=I rLn III I ITT —1 I I� I 11, 111, 1 11„1 I I,T I=III—- I I' -117,1 ,1 I I,=1 I I=1 II -777111= I I TTTH 1=1 I I—I I 1�T 5UILDING SECTION 'A' SCALE: 1/4" = I' -O" COMPOSITION SHINGLES OVER 15lb FELT OVER 1/16" CDX OR 0.55. OVER ROOF FRAMING MEMBERS PER PLAN R-44 INSULATION TYP. 5 12 &ARA5E NOTE: INSTALL 1" G.W.B. WALLS, POSTS AND BEAMS. fib" TYPE 'X' G.W.B. @ CEILINGS. 4" CONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS c ,� TRU55 HEEL \ \ ® UPPER l l•:•_&&&...&M•_••••..•_••••_a•_ .. ae&e& MEM 'rail -111-T;111=111=111 =111=111=-11 (DTII'_ -11IQ=11 1-111=11 I-111-1 I �- —I I I—I I I—I I I—I I' MANUFACTURED TSt-*c 1\.1,1\P ® 24" O.G. "f"bv. � i,r ANYt:M1cAN51S\N ��0 LL' a AR:70.1EDEc::01_,..:\ PUHA`iLEBYF!'` :..'`. oUflG .cpuhl'shIYI �100 FER ;Eca�cc,= ATTIC ♦ ♦t It1.t ♦It♦t t♦1♦♦ t♦ ♦:t♦ ♦ t♦ ♦ t ♦ ♦ t t / ♦♦t ♦/♦ ♦1♦t♦ ♦t♦t t,Ci���� : �!i!i :C� :CC�Ci���� a� .. ..P.AP...I... CCIIMI a...e•....s® ti. VENTED BLOCKING 4" CONG. OVER 4" GRANULAR FILL CONTINUOUS GUTTER OVER 2x8 FASCIA STAIRS FINISH PER ELEVATION OVER:I51b°FELT OVER 1/16" GDX'' OR 0.5.5. o/ 2x6 STUDS -16" O.G. R -2I: INSULATION TYP. MAIN SUBFLOOR • 5/4" T.*G. PLYWD: o/2x12 FLR. vi/R-50 INSUL — 11 111♦ ,11 OAt 'f OAt •IAt ' latir 1111 IAte♦ ,I//e1, CRAWL SPACE 6 MIL (BLACK) VB. �n =111 -==.11 -11F- 111== -111E---111:7-7--11 1 I 1=11 I-1 I E JJ1=-111=-111—I 1111 11111I11[*I1 BUILDING 5 CTION SCALE: 1/4" = I' -O" IIL-.lu NEI FE tiSIH 11=-11ll.I=111' -1�1=11=1�1�I1 11-111 11.-11,. :I' 12 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 17 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER (LI I-OzUZOOHWVO UILZz¢ v:F'N5 Z Oto U }Z�-(nw� =Oo-CCmgi-ZWce 6-1 OUWUZad(n-SOD- Q -)M00 Ana O -=<VWZ �(D 214o°zzZU – F- 0 mo �, U LLZwlj w WwQcqW(nww_J 11.ZU0 mNU'2 01. Ozg xciFo wEOF �`' ?-ceUWFROO'WU azwFL>LLcL« U 000 • LN ^N Zvco LLJ di di o Wim° ?O -j O co 111 LOT 3: 5 112nd LN DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/1 1/16 LATERAL BY: DATE: MEI 01/07/16 LATERAL JOB NUMBER: 0I5-650 Al Al2 ARCHITECTS NORTHWEST JOB NUMBER 1^1150210 STHDI4 •t—t• • Y : STHDI4 ss STHDI4 STHDI4 STHDI4 `�- STHDI4 --- SSTHD14 J 4 ■ O s IS ■ s L__1 STHDI4 5THD14 1•.';:i STHDI4 L.R. PANEL it d :d- PER DETAIL Q s in SIM / i I i STHD14RJ iI STHDI4RJ 1 - REV Q ♦y • r. !STHDI4 _ cv a_ STHDI4 P1-4 111111111111111•111 STHD14 ( STHDI4 STHDI4 A STHDI4N(I 71.1 5THD14arb PI -4 FOUNDAT I ON (HARPIYIARE) SCALE: I/8" = I'-0" NOTE: ALL. SECTIONS ARE TYPICAL 4 SHOULD BE USED AT ALL. SIMILAR LOCATIONS TYPICAL HOLDOWN U.N.O. STHDI4 w/ (30) 16d SINKERS PI -4 i P2-3 P2-3 STHDI4 1 STHDI4 STHDI4 t• i. • X N. .1. rrPICAL MUD-5ILL: P.T. 3x6 W/ %" dia. x 12" ANCHOR BOLTS @ 24" O.G. W/ GALVANIZED 3"x35414" PLATE WASHER. WHERE JSTS. ARE HUNG PROM MUD -SILL, USE P.T. 3x RIPPED TO STEM WALL WIDTH W/ COUNTERSUNK %" dia. x12" ANCHOR BOLTS @ 24" O.G. W/ 5"x554" PLATE WASHER @ GRID 8: ANCHOR BOLTS @ 12" D.G. L -1 U- N 0 PI -6 MST48 - - - - - - - - - - - - - - - - - - - - PI -6 PI -4 MST48 11111 MN PI -6 PI -4 MN 11111 . PI -6 0 P2-3 d• 1 1 STHDI4 1 i Q 1 1 1 ® STHDI4 MM1 MMM. MAIN FLOOR SHEAR 'MALLS HARDIrIARE SCALE: 1/5" = I' -O" PI -4 NOTE: MST45 PER DETAIL (11/52) TYP. PI-6 PI -6 0 0 0 s --1=----------- --- PI -6 N 1 D- PI -4 ----------------- PI-6 P1-4 NMI NM PI-6 PI -6 UPPER FLOOR SHEAR MALLS HARPYAIARE SCALE: 1/5" = I' -O" PI -6 1 1 1 1 1 1 1 1 1 1 1 1 SIM MAIN FLOOR FRAM I NG SCALE: 1/5" = I' -O" 52 • RENR.OD iG OF Ti f- ANY ?SET' 9Y Fc DCR nI ! P‘RE FF ,r' Cc UPPER FLOOR FRANI 03-0 Pr SCALE: 1/5" = 1'-0" DiLTHELES :; (. ni.11rlAl of!_9 Dir HI8 P ROOF FRAM I NG SCALE: I/5" = I' -O" STRUCTURAL: NOTE" (MITCHELL ENGINEERING) CODE RESIDENTIAL WITH THE 2012 INTERNATIONAL BUILDING CODE (I.B.C.)/ 2012 CODE (I.R.C) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. B; 85 MPH / 110 MPH (ULT) DESIGN CATAGORY D ( IB.C,) PER DESIGN CATAGORY D2 (I.R.G) DESIGN IS IN ACCORDANCE INTERNATIONAL LIVE LOADS LATERAL WIND ------------------------EXPOSURE SEISMIC ---------------------PER FOUNDATIONS EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 1500 P5F. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF I'-6" BELOW ADJACENT EXTERIOR FINISHED GRADE. CAST -IN-PLACE CONCRETE F'c = 3,000 PSI 0 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-5/4 GALLONS OF WATER PER 614* SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. TOTAL AIR ENTRAINMENT SHALL NOT BE LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. MAXIMUM SIZED AGGREGATES IS I-1/2 INCHES. MAXIMUM SLUMP 1S 4 INCHES. ALL REINFORCING STEEL DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 'i INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER UNL.CS= THE PLANS. NOTED OTHERWISE ON MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMBER ALL GRADES SHALL CONFORM TO NOVA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NOTE. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED PER I.R.G. SECTION R5I61.3. NAILING SHALL CONFORM WITH I.R.G. TABLE R602.3(I) 4 R802.I0 OR 113.C. TABLE 2504.61.1 ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2X STUDS HEM -FIR 02----------------- Fb = 850 PSI 2X FLOOR 4 ROOF JOIST HEM -FIR *2-------------- Fb = 850 PSI 4X BEAMS DOUG-FIR/LARGH *2------------Fb : 515 PSI 6X BEAMS DOUG-FIR/LARCH *2------------Fb = 850 PSI COLUMNS DOUG-FIR/LARGH *2------------Fb = 8/5 PSI LUMBER NOT NOTED DOUG-FIR/LARGH *2----- = 850 PSI ---Fb MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-30/. ANCHOR BOLTS INTO CONCRETE SHALL BE 5/8 INCH DIAMETER WITH / INCHES OF EMBEDMENT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH I.S.O. SCHEDULE. 16d COMMON NAIL DIAMETER - ( 0.162 INCH ). LAMINATED STUDS SHALL BE NAILED W/ (2) ROWS 16c1 COMMON NAILS 0 6" O.G. FLOOR SHEATHING SHEATHING SHALL BE 5/4 INCH TONGUE 4 GROOVE, A.P.A. RATED SHEATHING. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH IOd COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES $ 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ROOF SHEATHING, SHEATHING SHALL BE 1/16" A.P.A. RATED SHEATHING. SPAN RATING 52/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 4 INCHC ON CENTER WALL SHEATHING SHEATHING SHALL BE 1/16" APA RATED SHEATHING. SPAN RATIN& 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. PRE -MANUFACTURED ROOF TRUSSES TRUSSES SHALL BE PLANT FABRICATED OF DOUGLAS-FIR/LARCH OR HEM -FIR. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL ENGINEERING FOR.REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. SPECIAL CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOOR ROOF AND WALLS WITH ALL THE APPROPRIATE DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BLDG. DEPT. REQUIRED INSPECTIONS. DO NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. REINFORCEMENT: fy = 40,000 P.S.I. FOR *15 AND SMALLER fy = 60,000 P.5.1. FOR *6 AND LARGER ALL BOLTS, WASHERS, NAILS, SCREWS HANGERS AND FRAMING STRAPS THAT COME INTO CONTACT WITH AGO TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED STEEL. SHEAR WALL SCHEDULE NAIL SPACING SHEAR WALL NAIL TOP/BOTTOM HEM -FIR *2 DESIGNATION SIZE EDGES STUDS PLATE BLOCKING REQUIRED 4*/FT. PI -6 8d 6" 12" 6" YES 210 PI -4 Sd 4" 12" 4" YES 310 PI -3 Sd 5" 12" 3" YES 400 P2-3 Sd 5" 12" 5" YES 500 PI -2 Sd 2" 12" 5" YES 525 P2-2 Sd 2" 12" 5" YES 1050 SHEAR WALL NOTES: I. PI- 1/I6 A.P.A. RATED PLYWOOD OR ORIENTED STRAND BOARD (0.5.8,) ON ONE SIDE OF WALL. P2- 1/I6 A.P.A. RATED PLYWOOD OR ORIENTED STRAND BOARD (0.5.8) ON BOTH SIDES OF WALL. 2. FOR PI -2, P1-5, P2-2 4 P2-5 SHEAR WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. 3. NAILS SHALL BE 8d COMMON (0.131" DIAMETER) 4. WHERE PLYWOOD IS INSTALLED ON BOTH SIDES OF WALL, PLYWOOD JOINTS SHALL FALL ON SEPARATE STUDS, EACH SIDE. 5. ALL PANEL EDGES BLOCKED WITH 2 -INCH NOMINAL FRAMING FOR PI -6 4 PI -4 SHEAR WALLS, PI -3 4 P2-5, PI -2 4 P2-2 SHEAR WALLS REQ. 3x FRMG. MEMBERS AT PANEL EDGES. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR PLYWOOD OR A.P.A. RATED SHEATHING. SPACE NAILS ® 12 INCHES ON CENTER @ INTERMEDIATE SUPPORTS. 6. 5/5" DIAMETER ANCHOR BOLTS SHALL BE 10 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. 3/4" DIAMETER ANCHOR BOLTS SHALL BE 12 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. PLATE WASHERS ON ANCHOR BOLTS SHALL BE 3"x3"x1/4", U.N.O. PLATE WASHERS TO BE GALVANIZED OR STAINLESS STEEL. 1. REFER TO PLANS AND SECTIONS FOR ANCHOR BOLT SIZES, SPACING, PLATE NAILING ETC. 8. AT PI -3, P2-3, PI -2 4 P2-2 SHEAR WALLS AT ADJOINING PANEL EDGES AND MUD -SILLS, NAILING SHALL BE STAGGERED PER FOOTNOTE (I) OF I.B.C. TABLE 2506.4.1. SEE SHEET 52 FOR LATERAL THETA I L5 SEE SHEET AS FOR ARCHITECTURAL DETAILS REVIEWED COMPLIANCE CODE C APPROVED FEB 1 '7 2016 City of Tukwila BUILDING DIVISIO RECEIVED CITY OF TUKWILA JAN 14 2016 PERMIT CENTER 1-2,(00.WU0 ZaN(nH�5 Too-rmg- zgce UFWOZaP)n. w a�WaOW2,, 0FE 1 -Dm 0 ZQw ,620°:#611,(,)3 (1)12�0Op�2zU N WWa�WWNW=J ce cn n 0E-DZZaa�=QFQz 12P()aOOKzZW2- <WFI'-' 0< TX F 2Lri §L >QEoaa ti 0 co C) Q � co WA - Jap - J 2 0 0 Z 0 W • cc H Z N Q o • 0 0 W F- W Z MOW wI�LW Q0 -j 4 18915 -142ND 0 Z 0 H N Z O ti 5 ('72nd LN m I- 0 ti N i m N N z 44: DESIGNED BY: JdeR DRAWN BY: BLH DATE: 10/O5 DATE: 12/21/05 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/11/16 LATERAL BY: DATE: MEI 01/01/16 LATERAL JOB NUMBER: 015-680 SI 52 ANW WOODINVILLE OFFICE JOB NUMBER: WI50210 A DETAILSI-5 ON �l ST"r T l"'t Sd ® 5" O.G. TO DOUBLE EACH TOP PLATE TOP PLATE '(5) #4 BARS VERTICAL w/ 4" SHEAR WALL PER 2x STUDS PER PLAN PLAN SCHEDULE �� D: - P `�\ � - 50 ° ° ° ° ° ° ° ILV P _.__P HOOK ® FOOTING wx • :° •° • " ° #4 12:: t F- _r_ °—. .— . —. .— . —. 2x STUDS PER PLAN is ; II• P.T. 2X 51MPSON Y� dIA. —• •_•�_'Q ° — °°•HOOK ' ° dJ ;• (5) BARS ;VERTICAL w/ 4" � e ° ° ° ° ° ° ° (5) ROWS— ° ° ° ° ° ° ° ° A 0 .0p Q ! Sol ® 5" C, ° ° ° ° ° —EXTEND HEADER TO END OF I II WALL • 1, • ' °o :. SHEAR WALL PER i PLAN SCHEDULE 1 , w/ u " x 5 )2 STRONG -BOLT ® 12 O.G. w/ GALV. S"xS"xi' 11 J�J4 PLATE WASHER (4 MIN) # " 4 10 ° . \ n ®FOOTING BARS ' O.G. HORIZONTAL • I6d_ ® 6_-_0.0. � oozza000woo .�L Q z.ot �, In o v, (5) #4 BARS VERTICAL w/ 4" HOOK ® FOOTING °..L° ,. ;•° •• 1 � ° • ° I z d -r D- :.... . ................... ... . . . •> ° s o ° .° ° ----:- — — = . -' T• ' ° ° . ' ° ° - �, ce koaremncpQwix U p ���8oWaNaoa a lx = a • OZ o Cn°x o z z ° w zo ? a w ► 0 i-rz ° ° Sd ®3 PLATES, O.G. 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PLYWD FLOOR SHEATHING BLOCKING FLOOR JOISTS PER PLAN Z'�35c 1 ii . 0 LOT 3: 5 172nd LN . -va, Y cie iN . • ii `Z'` f 1[0"� r' NOG l /� I '' II Nei _� • �Cfl"aG �' I0��.►I. � I I— / ci1r :.. �r, L (9"i�G �Ai �-' I �>, ��� l .tet I. /��f-f,41� / , SI# 6:3 4 1- ,— 4c,lk.a 410--(4 L° i�A 41/4) V PLAN MSq (4) I6d TOE NAIL I A55 ® 16" O.G. PER EACH BLOCK SHEAR WALL PER PLAN a SCHEDULE I I --J- ''// vN 44 4,42-/... /4 ( I— OR HDR V z ,6 LATERAL DETAIL NO SCALE r 17 LATERAL DETAIL l8 LATERAL DETAIL 0 0 / ,I4) LATER, L DETA I L I LATERAL DETAIL 51 ' "T I. T 8Q•G 4L ' A vfeA - . >/4 X DESIGNED BY: DATE: JdeR 10/05 DRAWN BY: DATE: BLH 12/21/05 • .---4,--...x--- Ai�A v � • RECEIVED CITY OF TUKWILA JAN 14 2016 RE fEVV11EE. FOR PERMIT CENTER COMPLIANCE PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: JMP/AO 1/11/16 CODE APPROVED �� b, � G `„ Mitt, �" ''� FEB 17 2016 �' LATERAL BY: DATE: MEI 01/01/16 LATERAL JOB NUMBER: . Q'voc was ''3, 015-680 �� ,!1 i�City p 4k)4412. of Tukwila' BUILDING DIVISION�M, x r 20775 32 VONAL _A,4.6, 52 . of ANW WOODINVILLE OFFICE 0 LATERAL DETAIL CD CD"""o,+� 00Y�1150210 JOB NUMBER: