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HomeMy WebLinkAboutPermit D18-0072 - CARY LANG CONSTRUCTION - LOT 104 - NEW SINGLE FAMILY RESIDENCECARY LANG -LOT 104 11811 44 AVE S D18-0072 Parcel No: Address: tp City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: httn://www.TukwilaWA.Rov 3347400555 1181144TH AVE S Project Name: CARY LANG - LOT 104 COMBOSFR PERMIT Permit Number: D18-0072 Issue Date: 4/27/2018 Permit Expires On: 10/24/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BUSS DARRYL F PO BOX 179 , BLACK DIAMOND, WA, 98010 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: Public Works activities include driveway access, traffic control, water service, storm drainage, land altering, undergrounding of power, sanitary side sewer and street use. NEW SINGLE FAMILY RESIDENCE - 2802 SF LIVING SPACE, 377 SF GARAGE, 91 SF COVERED PORCH Project Valuation: $392,503.02 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $9,095.48 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA 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: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Cha n n el ization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 160 Fill: 50 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: 1 Yes Permit Center Authorized Signature: i Date:4p;111 -) I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: wl- 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. Date: '/2 7 //" PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: 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. 3: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 4: 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. 5: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 6: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 7: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 8: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 9: Any material spilled onto any street shall be cleaned up immediately. 10: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 11: 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. 12: The Land Altering Permit Fee is based upon an estimated 160 cubic yards of cut and 50 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. 13: 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. 14: 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. 15: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 16: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 17: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 18: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 19: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 20: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 21: ***BUILDING PERMIT CONDITIONS*** 22: 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. 23: 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. 24: 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. 25: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 26: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 27: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 28: All wood to remain in placed concrete shall be treated wood. 29: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 30: 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. 31: 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. 32: 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. 33: 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). 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 35: 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. 36: 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. 37: ***MECHANICAL PERMIT CONDITIONS*** 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 39: 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. 40: Manufacturers installation instructions shall be available on the job site at the time of inspection. 41: 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. 42: 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. 43: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 44: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 45: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 46: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 47: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 48: 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. 49: 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. 50: 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 gauge. 51: 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. 52: 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. c� a 53: 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. 54: 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. 55: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 56: 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 57: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 58: 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). 60: 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) 61: 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) 62: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 59: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 63: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 64: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 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 BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM d City of Tukwila 0 Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 3347400555 Address: 11811 44TH AVE S Applicant: CARY LANG - LOT 104 WATER METER INFORMATION Permit Number: Issue Date: Permit Expires On: D18-0072 4/27/2018 1/21/2019 DESCRIPTION OF WORK: Public Works activities include driveway access, traffic control, water service, storm drainage, land altering, undergrounding of power, sanitary side sewer and street use. NEW SINGLE FAMILY RESIDENCE - 2802 SF LIVING SPACE, 377 SF GARAGE, 91 SF COVERED PORCH METER #1 METER #2 METER #3 Water Meter Size: Water Meter Type: Work Order Number: 1" PERM 21840109 Connection Charge: $100.00 Installation: $950.00 Plan Check Fee: $10.00 Inspection Fee: $15.00 Turn on Fees: $50.00 Subtotal: Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 $0.00 $0.00 $1,125.00 $0.00 $0.00 $0.00 TOTAL WATER FEES: $1,125.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 CITY OF TUKCA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITS LoCATI' Site Address: ve CONTACT PERSON --.pe communication Name: 1 project Address: City: State: Zip: Phone: Fax: Email: Ca -y le,7Q Ai M.9 f , GI„'i 'ONT CTOR INFORMAZ N: Company Name: Address: 2 ?gig' ? /d J City:R. e kr State: 14/ Zip: 7 02.3 Phone: -G 9;3 -,5045 ContrCVM // j T1OorDate: 6 0 `fit Tukwila Business License No.: Off q6' q King Co Assessor's Tax No.: 3 7g00S5,S 5 rikw,, / if Company Name: Architect Name: Address: City: Phone: Email: SteCte: Zip: ENG: EER OF RECO] Company Name: 66- 641 - Engineer Name: Address: aZ (�3 5, ?Z 1* -1 Jo( City: l i�IQM ®�'� State: vv Zip: 84010 Phone: xo ga— j p (-Eax: Email: 5^B�Rapit) ;n/eer-sQcon.c, - 7 'vet LENDER/BOND ISSUED (r greater per RCW ;19 27.095)..:$, Name: Address: ,000 or, City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I ].docx Revised: August 2011 bh Page 1 of 4 Valuation of project (contractor's bid price): $ oo p Scope of work (please provide detailed information): /v5 plk u c r /Lie - (te s, IETAILED:BU:ILD G I 1F+ Basement l a` floor 2nd floor Garage jg carport ❑ 4 3 77 Deck — covered 0 uncovered 0 Frog" p o_efi• Total square footage 9/ z7o/14 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ T'2' bathtub (or bath/shower combo) / dishwasher lavatory (bathroom sink) water heater (gas) fuel type: ❑ electric / gas 1 appliance vent 1/ ventilation fan connected to single duct / wood/gas stove water heater (electric) other mechanical equipment bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.dacx Revised: August 2011 bh f 2 3 clothes washer shower water closet gas piping outlets Page 2 of 4 .0 V Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ATER DISTRICT ...Tukwila 0...Water District #125 ...Letter of water availability provided 0 .. Highline SEWER DISTRICT Tukwila ❑...Valley View ❑ .. Renton ...Sewer use certificate ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements 0 .. Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: e v Name: Mailing Address: r7 7 Y$ Zy /'G 5W jay Telephope: 2 —1-fy3 6'6 53- w Itil A q 7 3 City State Zip Name: WATER METER REFUND/BILLING: Day Telephone: Mailing Address: City State Zip H:\ Applications Worms -Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 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 OWNS IOR AUTROFdZED AGENT: n/L/y, C./I / Signature: Date: / Y �' (;.1c--- Print Name: eflif4 �/ I ' ( Day Telephone: 2,e26 '_e(ag':-. `Sa✓r✓` Mailing Address: 2-91/5 2-1-E2 I'' .SCS/ T~>°4-4( h * 14VA-- 98.05 City State Zip H:\Applications\Porms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 C) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME C,Apf LAriG Lc /04-) PERMIT # .b) 8' — 007 Z ivgi‘ 441A �� s. If you do not prov de 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 250 (1) Erosion prevention .50 0 Water/Sewer/Surface Water _CoD/Soo�2/ oor� Road/Parking/Access 2 5 o A. Total Improvements <o0 o 3. Calculate improvement -based fees: / B. 2.5%offirst$100,000ofA. /so C. 2.0% of amount over $100,000, but Tess 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 /620 cubic yards Enter total fill volume 5v cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 ✓ 101 —1,000 $37.00 1,001— 10,000 $49.25 10,001-100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees aJ $ 3-7 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ +1r7 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 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ 1 ScD (6) (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 5c' $ 5+ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 v 101 — 1,000 -1$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 02/21/17 2 $ Io (9) d -� 3/1.' 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 $ 12 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H . Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / '73 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 $6005 $6630 ./ 1 �' $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 oidyr, _344vig Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $6,225.90 D18-0072 Address: 11811 44TH AVE S Apn: 3347400555 $6,225.90 1 INCH $1,125.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 DEVELOPMENT $4,034.62 PERMIT FEE R000.322.100.00.00 0.00 $4,030.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $391.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $150.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $150.00 TECHNOLOGY FEE $233.78 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14355 R000.322.900.04.00 0.00 $233.78 $6,225.90 Date Paid: Friday, April 27, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25508 Printed: Friday, April 27, 2018 8:21 AM 1 of 1 ex?. SYSTEMS Cash Register Receipt City of Tukwila i DESCRIPTIONS' , PermitTRAK ( ACCOUNT I QUANTITY I PAID $6,084.96 D18-0071 Address: 12568 50TH PL S Apn: 0179002464 $2,965.38 DEVELOPMENT $2,715.38 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,715.38 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0072 Address: 11811 44TH AVE S Apn: 3347400555 $2,869.58 DEVELOPMENT $2,619.58 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,619.58 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PW18-0037 Address: 12567 51ST PL S Apn: 0179002435 $250.00 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 ProjectTRAK $539.70 PRE18-0008 Address: 15221 51ST AVE S Apn: 2223049072 $539.70 PRE -APP $514.00 APPLICATION FEE R000.345.810.00.00 0.00 $514.00 TECHNOLOGY FEE $25.70 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT:IIR13998 R000.322.900.04.00 0.00 $25.70 $6,624.66 Date Paid: Wednesday, March 14, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25398 Printed: Wednesday, March 14, 2018 11:16 AM 1 of 1 -. :SYSTEMS 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 D18 -00-1Z CS Project: GiRY L�� Ty a of Inspection: ,., k , Fi MAL Address: ilel )LLyAyr. S. Date Called: Special Instructions: Lc54-I-ay Date Wanted: / U - 3- Z p.m. Requester: Phone No: Approved per applicable codes. u Corrections required prior to approval. icSr COMMENTS: 34 I` tc.Ina 1 c. E FF.- cDk. j,,t.,, I c17 N FNP4 L Inspector: 7)&2 C`0,;,..L...d Date: 0/3 z_oi r 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 BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projectt>4 C. i/ti` - l'a�' A9-61 05 Type of Inspection:. nv Film Address: 3 HP/ til YY ,4e 5 Date Called: Special Instructions: l Date Wanted: / G/e't- W �a.mt Ism. Requester: Phone No: Approved per applicable codes. n LJ Corrections required prior to approval. COMMENTS: ti _ 8 � (� �e �` �1 KUJ ars e.it. ,1O 5s5 4 5') et- lkriee '42, cel.- -'1 Inspetor: Date: 101aliC6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. For Tester or Water System Use Backflow Preventer Inspection and Field Test Report For Te r or Water ge� �� e PWS ID Water System Name Tukwila File # Facility Name Cary Lang Construction Inc • Non -Residential 5 Residential Service Address 11811 44th Ave S City Tukwila Zip 98178 Contact Person Jen Lang Phone 253-740-3332 Email jlang@nwlink.com Hazard Type (if known) Fire Suppression Sys - Low 5 DCVA 0 RPBA ■ PVBA ■ AG ■ Other Preventer Physical Location Inside garage, back wall o New • Existing • Replacement: Old Ser. # Confined Space Yes ■ No 5 Assembly Make AMES Model 2000B Serial # 38663 Size 1 1/'2 " USC -Approved Yes No • Proper Install Yes ' No ■ I Proper Orientation Yes' No ■ Initial Test `DCVA RPBA PVBAJSVBA` Check Valve 1 Relief Valve Air Inlet Valve Passed [ Failed • Leaked 0 %, 1 psid Opened at _ psid Did Not Open ■ Opened Fully Yes ■ No ■ Check Valve _ psid Opened — psid/ Not Open❑ Check Valve 2 Check Valve 2 Closed Tight ■ Leaked • Check Valve 1 psid Leaked ■ 2i psid Leaked 0 Approved Air Gap Yes ■ No ■ Cleaning, Repairs, & Parts Cleaned • Repaired 0 Cleaned ■ Repaired • Cleaned ■ Repaired ■ ■ Disc ■ 0-Ring(s) ❑Disc 00-Ring(s) ■Air Inlet Disc • Float • Spring ■ Module • Spring ■ Module ■ Air Inlet Spring ■ Diaphragm ■ Guide ❑Rubber Kit ■ Diaphragm El Rubber Kit/Guide ❑Check Disc ■ Rubber Kit • Seat ■ ■ Seat ■ ■ Check Spring ■ Final Test Check Valve 1 Relief Valve Air Inlet Valve Opened at — psid Opened Fully Yes ■ No ■ Check Valve _ psid Leaked 0 psid Opened at Check Valve 2 _ psid Closed Tight • Passed • Failed • _ Check Valve 2 Leaked ■ psid Check Valve 1 _ psid — Air Gap Inspection Pass 0 Fail ■ Supply Pipe Diameter " Air Gap Separation" Line Pressure J /L psi Detector Meter Gals■ CuFt ■ Service Restored Yes XN00 Remarks* (pie _ t, J (� Test Kit Make & Model Mid -West 845 Serial # 07170759 1 Ver./Cal Date** 7-17-18 By this signature, I certify: 1. I personally inspected and field-tested the backflow WAC 246-290-490 and test equipment meeting, gap or AVB. 2. The information in this report is true complete, assembly using field test procedures meeting WAC 246-292-034; or 1 personally inspected the air and accurate. BAT Signature (initial test) /7z,„ (,v C� — Cert. # B6620 Date/Time .9-2,4-/-]&" BAT Name (print) Matt Bucknam BAT Phone #(253) 987-9777 Repaired By Date/Time BAT Signature (after repair) Cert. # Date/Time BAT Name (print) BAT Phone # BAT Company Name Backflow VIP, LLC Address 22212 72nd St E, Buckley WA 98321 *Note unapproved backflow preventer, missing/defective components, repairs made, or conditions that may adversely affect assembly. **The date of the most recent field test kit verification of accuracy or calibration whichever is most recent. 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 blg-0072 Project: �J� �' Type of Inspectiion: Y t'PGrY�v1l Cly FOIL Address: !u V1 9q 44,e. S �>•ate-Ea{feei-- C,I,11, Pik c1 n L Special Instructions: Date Waned: (71—Thi 9- Zl - Zo%er p.m. Requester: Phone No: pkpproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 41- Gas ) tpe, Fki.) Inspector tQQ (.__Q.?_ 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 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 Di% -0072 Project: Lc/ ection; a oLe€J'L/I. . ;tLrth Ad Addres ��� rl SI J 'Pi M t 41 t(4,Lr-aot Ft tial Special Instructions: Dateantek 1 -Z! - 2-0 IS a.m. p.m. Requester: PLl loTt igirf.— A . Phone No: Approved per applicable codes. Corrections required prior to approval. °COMMENTS: - Cej -Iiiirca-cd-ht/ - il/rZtIrj) PLl loTt igirf.— A . _ * pi .A-�.�Trr4.11,144% P-oor2 ;1 - - // , ., Inspector7m n �� Date: 9-Z1—Zo/./ 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 D -007 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: C r nG� — I,Ot io Type of lnspec • f W kr Address. U //V/ 91/ A/ 5 Date Called: Special Instructions: ?64e0 1 Date Wanted: ()q i? l I i 2 * Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: - civn,cadacii COO 12 us‘ 555 O 40tet0 dIAD ccolo OCtAkil Inspect r: e5tilvw.t_ Date: at)I 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 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' t: i'`cc -%t iO Type of I spection: lad ` Address:10' II )i yy0 'eS Date Cal ed: Special Instructions: ?a_cl,e, g• Date Wanted: c.rij. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ernpalid w, u_s.,Axp ec Inspect r: i ` Date: q� 1 t I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Jul e.--667 Project: ((r 9--61- /o Type of inspection: 7-s f, Address: ( lig/l YY eS Date Called: Special Instructions: z - Date Wanted: 0//0(110 , l p.m. Requester: Phone No: / Approved per applicable codes. Corrections required prior to approval. COMMENTS: (wiiLd oplykkw,As r-it'tt° vvligat Date (:�4 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 Pro'ect: Type of Ins ection: Address:Date ii Vi LIZ 1lvr-C. Cal ed: Special Instructions: Gar 1 ay Date Wanted: 725/1f' a.m. p.m. Requester: Phone No: Bproved per applicable codes. Corrections required prior to approval. MMENTS: Date: 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 Di 8- o 072. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje r TypA'InspeU , T$u� Address: /l ted/ 911 v� �. Sat alio • Frrkrit t NG Special Instructions: Z- of /a/ _/-753-7I Date Wanted: '7.. - a.m: p.m. Rer�f- Phone No: 9 -38'29 OApproved per ..•licable cod ns required prior to .p Foval. MENTS: 0:14“:7-0 7 5 ft .(ALL MI / Ate,' Inspector: Date: 1� _z -q 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 Pig0672- Pro t .408_ Type of Inspect o`acKITIQ. ,,s3,NC Address: Date Called: Special Instructions: 6442./t16- t 3riA) N6- Date Wanted: 7-I 3-18 a m_ p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. - COMMENTS: ` / Zit/i9 A,baft, 1L2 td4LL L ( 01160NG- 1 g No gi/C -7- 70 70 D.4 779-L. 5.2.0 ..— S" sm m s' y-9PIN6- fi o`acKITIQ. ,,s3,NC 22' 6:4-g/96-- / 6PFJ/lk,- ,tior Ai/L-7----7-0 p5779/L_ S.2,0 --J - &4/4 Z1#6 -- inspector: *5 - Date: lY /8 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 INSP 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 D15-0672. Project( -AZ T e of Ins•ection: , I.� /� 0il Address: I I crI ( Li( -1 A , -Ki ' 12/ • otti• ` i ( ti4eaa.I Special Instructions: L.04 -Trip "7 / / Date Want:P. a.m. p.m. Requester: Phone No: pproved per applicable codes. L] Corrections required prior to approval. COMMENTS: Inspector: Date: S __20.6eV 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 Dl81072 Project T of Insp tion , c tort Address: i1y(41--41---Cf; l �J Date Calle % I D ' L vvl krvi f '- iAr e c'~, 1c /SpS7' moi- rte, r Special Instructions: Date Wanted: 1 -06 a.m._ p.m. Requester: Phone No: ' !t (-$ ks/ /�,/ ElApproved per applicable codes.Corrections required prior to approval. COMMENTS: tORriugly Iry A i1y(41--41---Cf; l l� I D ' L vvl krvi f '- iAr e 1c /SpS7' moi- rte, D) Mt — ' !t (-$ ks/ /�,/ e i e 7t •e 4( Gce /14 O ver C_ 4ill J2� l c.&��.5• ,per ' =,,, /600i / _11/11- Inspector: 2E'd222 Date: _ / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 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 INSPECTION RECORD Retain a copy with permit IN 8-0072 Project: •e of In pection: 4 �Lu +� I '' Addrress:/ li 9 711 i� Date Bled: Special Instructions: [ �C/ , /9t/ Date Wanted: Lop -go- -.) p.m! Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. 7:0 gvynArk 3-0/Jai -hilo? PeAcAlir. fiecers iger Inspector:310 e.g._ Date /2.0/zevEs./ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. c0 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 D 18-00 Z Project: ' iii k1 s. e of Ins a tion: Kcogochea'� �I Ad ress: -Y ✓ 4;:,te aKt�F! \ 'Mtihret+il3/S`A Special Instructions L O f * 10 Li- Date Wante a. 49 — I I- 2,01 p.m. Requester„Crfrv LAN Co Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: -1r 661e,:cate 440,11- -r----#7-iribee-veeiD Inspector: /I %i (1-&_ Date :6 ^ //, fy/( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. h1) 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: Type of Inspection: Address:V J r I gig yy ,4-e s Date Called: 04. P-00 Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t} vo /Aid tau V i,l- cqga I 19 4IifW .n,sti d\o/ 4;) 164,1t4 —Amel NiQ Avaol auMNpkt:uv Insp t1:61 RIG2/119 StZ4/1 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 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 "DIS- 0072 Project: y -/69.1-10 Type of Inspection: Un FL Fr 1‘ty. Address:fir liS j yyT" dc,, S. Date Called: Specia Instructions: Date Wanted: Requester: 604.7 L Phone No: Z6(o- /Z3 —505S ❑ Approved per applicable codes. orrections re • • •rior to approval. COMMENTS: Glifv&Cgt,c.er Date: Ii/Z,06/ 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 pts -00Z2 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: �1 Chi .Y 49,416 1-07- /o7 Type of Inspection: Address: //W/ VVm /ova_ 3, Date Called: Special Instructions: u vDieRFlooR FRR'010(- Date Wanted: 6---/8 -Ait am: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Fb/N r L ojt0tr/u 6-/ 4/5•Sf1I G Inspector; �.s Date: ./8—(8 8l8 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 -b1?-00-7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prolific: v9km@-/,o-� Joy Type of Inspection: 53 S Address:() IIgii yy ktS Date Date Called: 0//SY/ Special Instructions: Date Wante b/4 /k' . . Requester: g✓e!/rl c4 Phone No: 1 2.53 -, (i,/- 1737 Approved per applicable codes. Corrections required prior to approval. COMMENTS: e4 -A0 bkk,w at S a ect r. Qat5/itJ/ 3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 0 N `i.kAVAA;AD, 0-- 9 " show Sac,I< -13/ 7'i -a 17, HS° 0 - -al I II p G,"T w Z/ C," uI J I -V-4\ a VC.- /s- bwi 14 - 5 ss eig-vv-7a INSPECTION NO. INSPECTION RECORD Retain a copy with permit D18-0072 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 ifrY � Type of Inspection: 1.1I rG.t 1.1S/= Add re JIV/ y'/ , Datre Special Instructions: Date Wanted; Ill Za le m p.m. Requester: Phone No: 21‘MMENTS: pproved per applicable codes. tl Corrections required prior to approval. DGt l�T� D/'d cileq'LLS ee-Y- C9 ea �odfny DtILs pev-t-0 N Ycry-t. tbe•l \repart It f,►'� �� t� 1 Inspector yo f"'S%1n- Datec t - 20/65 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. D1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: ;t. V Jf rail - lot )c / Type of Inspection: 6 r) Address: '`' (J f l/ 9 '1 /T Date Called: poi i9 Special Instructions: Date Wanted: 05 /ti he Requeste • Phone Md C/ j Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Otic^ VLCLAA . lAY--9v1 Insp,Cat-0 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 INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Y18-0072- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project CA r L CA.145 T rhe of Inspeictio k-eun 6astior, , V/AA-Lcie Address: t X81 �4�'1-�� Z. s a.o CaIk OQci iN Special Instructions: QRequester: Lot t O 4. Date Wanted: (� p.m. Phone No: LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: - Fou,,aca-tion wet. LLs- edee 1e,V)41 6(Cal arkkbre ;.5114)r reNA-vr K -re( (',4inu,r fzLsiC Inspet"g t Cj4 Date: 5-7- ?o1' 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 1:i '-Oa72. 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: y,' NG Lr ,,./ Type of Inspection: Addre;rs: /25// f%Yr/Y /914, ( 5, Date Called: Special Instructions: / 7 jii )MT) O/ Date Wanted:7 c •J v /� aan. Requester: Phone No: EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: Q 3eeeint I//r Lci ✓ / A<n s ZES/e- RZi4)R% Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. vroiecc: //VI 4-tir'nYrs Approved per applicable codes. ECorrections required prior to approval. COMMENTS: ct ke Needs. Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: q Monitor: ,.._> Pre -Fire: Permits: Occupancy Type: Inspector: Date: %l Cl Hrs.: if n $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 CITY OF TUKWILA FIRE DEPARTMENT X06-575-4407 Project:9 a vlC Address: /� Suite #: 4 /�l- /�447'1/ye 5' . = Type Qf ns on• ..�.� eve,, A,/ % Contact Person. Special Instructions: Phone .No.: Approved per applicable codes. COMMENTS: reser dlam- o k --- 0 ElCorrections required prior to approval. Pen 17^, -0/4=-- r Needs Shift Inspection: Sprinklers: - Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: Hrs.: (. f $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: Address: City: Company Name: • Word/Inspection Record Form.Doc State: 3/14/14 Zip:. T.F.D. Form F.P. 113 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): R`18-0072 D Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 44th Ave. South and adjacent to 11811 44th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, traffic control, water service, storm drainage, land altering, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this IA day of fri)rt , 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) �,,,I I certify that I know or have satisfactory evidence that Gel un is the person who appeared before me, and said person acknowledged that he signed this instrument, o oath sAatetthat he was authorized to execute the instrument and acknowledged it as theof Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 4\21 I� Notary Public in and �for the State of Washington residing at lofts(' Vitt My appointment expires 1? -1 0v` 7D j\FI DATED this l day of GRANTEE: CITY of TUKWILA By: 1.-14,� f'gip Print Name: Henry Hash )y , 2018 Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 ,z ub--c( Name: kl1,1 r( NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: ca 1,),c( On Site Storm Maintenance Agreement For King County Parcel: #0017900-2464-00 Address: 11811 44th Ave S Tukwila, WA 98168 IT will be required of all owners to annually maintain the catch basin as required by the City of Tukwila on the property known as 11811 44th Ave S, Tukwila, WA 98168. Signed: Cary Lang, current Owner State of WA County of /11( I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: 09/21 4//r i Or,. i elm Name: g((--//4%-( ki`4 Notory ' ublic in and fore tate of / dun Residing at: TTtfS o ja.. , My appointment expires: d/�qiol a Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information L2-2802-2 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fenestration U -Factor° Skylight U -Factor Glazed Fenestration SHGC" Ceiling Wood Frame Wall9'KI Mass Wall R -Value' Floor Below Grade Wall k Slabd R -Value & Depth R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 49' 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21" 0.056 21+5" 0.044 30g 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑ 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. ▪ 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square fee ❑ 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. REVIEWED FOR CODE COMPLIANCE APPROVED Table R406.2 Summary Option Description Credits 1a Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions APR 18 2018 City of Tukwila ❑ BUILDING DIVISION p 0.5 ❑ RECEIVED 0 CITY OF TIAWILA ❑ MAR 1 4 2018 ❑ PERMIT CENTER 0.5 I*1200 kwh 0.0 http://www.energv.wsu.edu/Documents/2012%20Res%20EnerRv.pdfli;irti 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R -value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. 'The second R -value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2802-2 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Ref. U -factor Entry Door 0.00 0.20 Powder 36.0 0.30 Dining Room 14.40 0.30 Great Room 6.0 0.30 Nook 7.50 0.30 Nook 25.0 0.30 Nook 6.75 0.30 Kitchen 20.0 0.30 Study 9.00 0.30 Playroom 32.0 0.30 Playroom 6.00 0.30 Bedroom 4 17.8 0.30 Stairwell 0.00 0.30 Bedroom 2 0.0 0.30 Master Bedroom 0.00 0.30 Master Bath 0.0 0.30 Bedroom 3 0.00 0.30 Garage/Dwelling Door 0.0 0.20 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Width Height Qt. Feet inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 6 8 1 2 5 1 6 6 1 8 6 1 6 6 10 6 1 1 5 5 1 3 4 6 1 5 5 1 5 4 6 1 2 4 1 5 4 1 5 6 1 5 4 8 4 1 5 4 1 5 4 1 2 8 6 8 Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 10.0 3.00 36.0 10.80 48.0 14.40 41.0 12.30 6.0 1.80 25.0 7.50 13.5 4.05 25.0 7.50 22.5 6.75 8.0 2.40 20.0 6.00 30.0 9.00 20.0 6.00 32.0 9.60 20.0 6.00 20.0 6.00 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 414.8 120.66 Area 0.29 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 414.8 120.66 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information 12-2802-2 Contact Information Heating System Type: OO All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions Floors Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,802 8.5 U -Factor 0.30 U -Factor 0.50 Conditioned Volume 23,817 X Area = UA 124.50 X Area = UA U -Factor X Area = UA 0.026 43.45 U -Factor No selection U -Factor 0.056 U -Factor 1,671 Area UA Area UA 138.38 2,471 Area UA 0.029 1,671 48.46 Below Grade Walls (see Figure 1) U -Factor Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions F -Factor No selection Area UA Length UA F -Factor Len UA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAXAT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6 X AT X.018 Building Design Heat Load 28,152 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 30,967 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,354 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Dud Heat Loss X 1.25 for Heat Pump 46 354.78 16,320 Btu / Hour STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-2 February 22, 2018 Job No. : 11-076 Location: 11841 - 44th Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"a PL (360) 886-1017 Black Diamond, WA 98010 W6/0019, STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amounl: of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvutz, PE/SE SEGA Engineers SEGA Engineers,, Project L2-2802 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,1) KZ, 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project L2-2802 Job No. 11-076 By: GAT Checked Date:. 10/21/11 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2011, SEGA Engineers Roofing (Comp) 1/2" OSB 2x @ 24" Insulation 5/8' GWB Misc. Snow, Pr Reduction, Cs 6/12 pitch = 27 deg Total Roof Load Flooring 3/4' Plywood 2x12@16"oc 518' GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2" Plywood 2x6@16"oc Insul t/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 60 -40-psf 68,6 --484 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 l L e MA -s z i7" B w= 4&pf = 1,1RSAP 1'i - (jz''n C g')2 = q, (.r,Fr a 01,-LvAY 7-71k)c' 3 PROJECT LZ— Z jZ JOB NO. _07 FIGURED BY CHECKED BY DATE p,/t , HEETZ OF 6ah'' A44 4 001. 60 PI) t lay a = SOot t' G� &)z- - co'4 i- (q) Gf-st's1 = F e -P - 1 L jam e- L4✓64cPti Airrib CRusii ) ,w► C z,)(scM,) 1 -Eno? . t (573)t4sr1r) 1)¢44it 3 9 1,4Litt ! 44 34nc 1,tiv)--(_3,')(hsvn(3i)= /7%��<< 6:4r- - 11=% LAX 6 /ha ` C.491 (14 L 1)7 AA 041 'J zArt &Lei 39 r °L'/LvL / puz /tk)l, 6 -or LVL- P ,P Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers LzM - Z BO JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY z1IC111 11)Lr - tit f 1P FLa 73rvi e_ Ki7cN lo. //J00%r 1 (JLC "+i J� so ?IF� I l -07 4 - FIGURED BY 4-r DATE`/( SHEET OF 17/ r '1 1 7, m `Cs_,;itt) (1,9P —(7 )(0,1K/ ( 21.c1 o, asp i°,-)v)(1U3')-2- _ i) L33 /f /coo wzz )&50?1;) x 1 O Wi n� L ///7 7/ S12�K Cpfsr tA00fLT �(—ZLI(�u� 1 ( 140 1-A= qm (o,c040ATX -3/y)fr 740 7K►Sr' lam 3 -�/}-2 Oi'7?v� C524 -J'sr) ((-�z) = 9('53ofj (5'9")(1/cZ5 let �= 9`1. /.HYe0„(-!'c o' CPI-1(1�e9) LTS')Z - �SZN-r-0ik,.�t Copyright 2011, SEGA Engineers 3 its ,t 6,14 Ca - 0k SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. 2/60Z---' CA— JOB CA— Olt" FIGURED BY �-nj- CHECKED BY O!� DATE ///SHEET � OF .) col-i(- )s- • Sk =,, 0 ( 40'6'1L/3.S')Z - /5/- C ,'Jo liiNL moi,+ S►t 73 Co ,(-( fir -►i."/ w = C L)Lso7- - t'on (3-3-15--)6K-0) = 1' ts zz,eviP 51191-w 1114 rao-:--`I /71 eblk e )= J g,3 M -- ) C 41-i in Ick,"` tat -- b :-7Z ( 9.3`1( 7')4, = v9 ,r103 1,1 „z /Lb Copyright 2013, SEGA Engineers r 4' 73 47J 31/z wJZ Groff or SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor Eq. 12.14-11 (Table 11.4-1, S5> 1.25) (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft) (58ft) (14psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 W total = 71 kips WIND Design Wind Pressure, ps = Kn ps30 Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 pao = 17.7 psf 110 mph Figure 28.6-1 (ASD) Pa -15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pts = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfib= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (1 ft) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, Vsis= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54 ft) (5ft) (17.7 psf) + (20 ft) (5ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers. Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. ' LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) w Froof = ( 32.9) (8.6 k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 1l—L'7L FIGURED BY A -r SHA \AI4t p = -210004/3.75, = S-31 � _ ZK X71` -L i 411S-014/44, Pr I20 -OF'- [kr. z r. Q - zco, f f -z 4- ' _ 51 Fr 31'1'14` ft/ I KI"' e 3—Gr12 eiOD -J = /t' rt r-4)3co S•S Copyright 2011, SEGA Engineers DATE/ '%4/ 1( SHEET 70F 5 4 7c, 5' -3S"kt- \ X aa l� •'2 Lh•t -o17 3 Iv' SEGA Engineers PROJECT / Structural & Civil Consulting Engineers L Z M - 7o Z 22939 SE 292nd Place • Black Diamond, Washington 98010 vJ (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE 1/24/// SHEET Q OF JOB NO. / —0'7o FIGURED BY G Ai - 144u_ SJL (0 Nr, __ _ 1t l4-.4_._ 11-3 , bn, {' 1-t4 - ('){,. �= 304Z - i (IC Ft-oa-: Up= 3o� i (`-4}(10')(10,4 i'r)►ZZ�I 691 _ i �= 2 51Z�Zt � t (ft_eti 'P.) (1,n( -3-i)(10,1)14- CSz{tn t,o,e1fri'j (s' )(/0/ c)?‘`)] = 3,77 co' /y 3,0-3" GLsPe 3,7:1loY-76,s gr 8• Sy ,2 \ A-4 ctii - ( lug v, TV) (91 G' 6 et' topy- R • voC t,-) )go,Pik)} (4)-c9(//041))))- ID(101)71)27 3 017*' )1•-• 7 �N Copyright 2011, SEGA Engineers er Z544-41. , 0'3• SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. I-01C.o FIGURED BY /. (360) 886-1017 • Fax (360) 886-1016 CHECKED BY \44tL. I L,rJ 6-400-‘f7 Z7ue it . r-- /S DATE / fl SHEETDf OF 02-17-1')602Uo,/'J`) r`2' (L' (/d) (ic, = 3� • /)o 40 #A1 r ;. 3 Copyright 2011, SEGA Engineers ?to- SZ kt �z 7S' N zc1 s 7)1b /¢gr SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOHNO. (360) 886-1017 • FAX 886-1016 FIGURED BY GAT CHECKED BY DATE 01/08/14 SHEET 10 OF 10 SHEAR WALL KEY PLAN 16t024 - SESI To TOP f.A1E MAIN FLOOR A = 1,244 SQ FT A=311 SQ FT 0 0 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) i1/2" OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf CDX E> 1/2" OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf CDX D1/2" OSB or 8d @ 3" O.C. 5/8" @ 16" o.c. QaII = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. 1> See Detail 12/S2.0 for Construction Notes: 1) All walls designated " i>" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable Toads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. F3LE Geotechnical Engineering Report Residential Development 11811 44th Ave S Tukwila, Washington P/N 3347400555 March 7, 2018 prepared for: RECEIVED MAR 1 2018 TUKWILA PUBLIC WORKS Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1229 -T18 RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 9 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Location and Depth of Exploration 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 APPENDIX B Laboratory Testing Results B -1...B-2 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 March 7, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 11811 44th Ave S Tukwila, Washington P/N 3347400555 MGI Project P1229 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of a fully developed, rectangular -shaped parcel, located towards the north end of the Allentown neighborhood in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The site trends lengthwise from east to west, extending approximately 250 feet along this orientation, and spanning upwards of 40 feet from north to south; encompassing a total area of ± 0.23 -acres. The central third of the property is currently occupied by a detached garage, shed building, and a smaller 480 sf residence, originally constructed in 1940. The eastern and western thirds of the property are occupied by yard space. Improvement plans involve the demolition of existing site features, and the redevelopment of the site for residential purposes. Page 1 of 11 Cary Lang Construction -1181144"'th Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on February 23, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on February 23, 2018; • One grain -size analysis performed on a soil sample collected from our test pit exploration; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional location and termination depth of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of the test pit. TABLE 1 APPROXIMATE LOCATION AND DEPTH OF EXPLORATION Exploration Functional Location Termination Depth (feet) TP -1 Eastern third of the property, between the existing residence and large cedar 10 The specific number and location of our exploration was selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the exploration performed and utilized for this evaluation reveals subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pit was excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalis. Our log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. Migizi Group, Inc. Page 2 of 11 Cary Lang Construction-1181144"'th Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a fully developed, 0.23 -acre residential parcel, located towards the north end of the Allentown neighborhood in Tukwila. The parcel is situated in a densely populated residential area, being bound by developed residential sites on all sides. The central third of the parcel contains an existing detached garage, shed building, and 480 sf residence originally constructed in 1940. The eastern and western third of the property is occupied by yard space, containing lawn grasses and scattered trees. Access to the site is gained from the east, along 44th Ave S. No gravel or pavement driveway is currently in place, with the grass lawn being used for access to the garage. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. Topographically, the site is relatively level, with minimal grade change observed over its extent. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface exploration. Poorly consolidated fine silty sand was encountered through a depth of 6 feet in our test pit exploration, with the uppermost ± 2 feet of this soil group exhibiting extensive mottling. Beneath this material, soft, heavily mottled, sandy silt was observed, being continuous through the termination of our exploration; a depth of 10 feet. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface exploration generally corresponds with the mapping of the site performed by the USGS. The enclosed exploration log (Appendix A) provides a detailed description of the soil strata encountered in our subsurface exploration. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface exploration which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121 to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of deeper, fine-grained soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. Migizi Group, Inc. Page 3 of 11 Cary Lang Construction—1181.144"'th Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations and grain -size analysis (presented in Table 2, below), it's evident that native soils consist of moderate to slowly permeable fine silty sand at or near surface elevations, extending to depths of ± 6 feet below existing grades. Underlying this material, slowly permeable to relatively impermeable, mottled sandy silt was encountered; extending through the termination of our exploration. The results of our soil grain size analysis is presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand Medium Sand % Fine Sand % Fines Dio TP -1, S-2, 3 feet 0 0 0.2 0.6 86.9 12.3 -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, retention facilities should contain invert elevations within shallower, silty sand soils, and trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), utilizing the USDA classification of loamy sand for design. Retention facilities should not extend into deeper sandy silty soils. 3.5 Seismic Conditions Based on our analysis of the subsurface exploration log and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.508 g SMS = 1.508 g SDs = 1.005 g Si = 0.566 g SMI = 0.849 g SDi = 0.566 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.51 g and Sa at a period of 1.0 seconds is 0.85 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.01 g and Sa at a period of 1.0 seconds is 0.57 g. Migizi Group, Inc. Page 4 of 11 Cary Lang Construction —11811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Due to how poorly consolidated the native soils that are underlying the project site are, they should be considered marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of existing site features, and the redevelopment of the site for residential purposes. We offer these recommendations: • Feasibility: Based on our field exploration, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Infiltration Conditions: Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, retention facilities should contain invert elevations within shallower, silty sand soils, and trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), utilizing the USDA classification of loamy sand for design. Retention facilities should not extend into deeper sandy silty soils. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 11 Cary Lang Construction —1.1811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 9 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect that the majority of project excavations will encounter poorly consolidated fine-grained soils, which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Migizi Group, Inc. Page 6 of 11 Cary Lang Construction — 11811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Alluvial Silty Sand: At or near surface elevations, we encountered fine silty sand through a depth of 6 feet. This material type contains a relative fines content (percent silt/clay) of upwards of 12 percent and is moderately moisture sensitive. This material type will be difficult to reuse in wet weather conditions. • Alluvial Silt: Underlying the fine silty sand stratum described above, we observed saturated, sandy silt, which extended through the termination of our test pit exploration; a depth of 10 feet. These soils are extremely moisture sensitive and will be difficult, if not impossible to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over- saturation of the material, and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residence if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings Migizi Group, Inc. Page 7 of 11 Cary Lang Construction — 11811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an Migizi Group, Inc. Page 8 of 11 Cary Lang Construction — 11811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T1.8 allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Migizi Group, Inc. Page 9 of 11 Cary Lang Construction—1181144thth. Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction —11811 44thth Ave S, Tukwila, WA Geotechnical Engineering Report March 7, 2018 P1229 -T18 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the exploration that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach . Logan Staff Geologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer z 0 0 0 m 0 z 0 0 0 0 z 0 0 0 N 122°20.000' W 122°19.000' W 122°18.000' W TOPO! map panted on 03/07/18 from'Untined,tpo" 122°11,000' W 122016.000' W -mosi.rvrOMM Ir�,� 11h411�rNVnP r w n rs�A�p11B,Y�':.Y1CI1tl>•;�I\'��.13.:'1� r�u �ullA r,' �y.d' 1�, ' tt 122°15,000' W WGS84122°14.000' W sou ii /61 illin v 114 A 1 low pi Snot iike ;yr II Li i 1 4111ili id 1 litII 6 i VII11 ,ii, 122°20,0001W TN i 16`.-' 122019.000' W 610.0laar'044110 t -a. 7. -,,NI jek 1 Alltit i ° Ileant MILMIIIIIIiiA 1.; .341011i1A3guiL1111,iiipi tigkil isui la ilirrr, rtvouc 1or i'told errikokolpi ritroid#zioitek,ir,t r 122°18.000' W 122°11,000' W 122°16.000' W 0 _ 5 11.0E 0 10:06 0 ~ Eli NEtfE6 Mapaeai xithTOPO!8C-'003Ntica►Ga°pphe(m.0emtpp) 122°15.000' W y z 0 0 0 m 0 1 z 0 0 0 0 0 71. z 0 0 0 0 WGS84 122°14,000' W Location 11811 44th Ave S Tukwila, WA P/N 3347400555 Job Number P1229 -T18 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 03/07/18 JOB NO. P1229-T18 SCALE: NTS FIGURE: 2 CHECKED BY: JEB DATE: March 7, 2018 UO c X co co ci O (3) O -4. v• v 07 X co • r - .RI C M C') °) O O N L. Lo co I— N N migizigroup.com o 6 Z W aQ <_~i z Oz) QQo m1- azz QOv) Iw Q 0 CCN§0 03 N 000(7 O ~0 Z} 0 O m Q O < w QO> 0 0 Z N F O O w -I OOCC=w zmaI-L APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve CLEAN GRAVELS GW i. 4 .11.:4 •1• WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS MORE THAN HALF WITH LITTLE OR NO FINES GP :.)POORLY A. •D; GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN GRAVELS WITH GM o L °'° ).11)< SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES' GC 4� ( C M CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY S CLEAN SANDS SW •.':'.• WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP . • •'•;: POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM • '•' SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SClei, �• CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY AND LIQUID LIMIT LESS THAN 50 CL '///J� 4 INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _ — - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ,.nen ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,t G ., ,, ,, ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value / Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial Lid Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability a Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. IMIIIIIONIIIII Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 11811 44th Ave S Geotech Report PROJECT NUMBER P1229 -T18 PROJECT LOCATION 11811 44th Ave S, Tukwila, WA DATE STARTED 2/23/18 COMPLETED 2/23/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION -- NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER vi U vi GRAPHIC LOG MATERIAL DESCRIPTION - - - - _ 2.5 1, ,I, — Sod and topsoil 0.8 SM (SM) Orange/brown mottled fine silty sand (loose, moist) (Alluvial Deposits) 2.0 SM (SM) Gray/brown fine silty sand (loose, moist) (Alluvial Deposits) 6.0 - - 5.0 _ _ 7.5 ML (ML) Gray/brown mottled sandy silt (very soft, wet) (Alluvial Deposits) 10.0 - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. APPENDIX B LABORATORY TESTING RESULTS Job Name: Job Number: Tested By: Date: Boring #: Sample #: Depth: Particle Size Analysis Summary Data 11811 44th Ave S Geotech P1229 -T18 ZLL 3/1/18 TP -1 S-2 3 feet Moisture Content (%) 1 29.1% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 100.0 No. 10 (2.00 -mm) 99.8 No. 20 (.850 -mm) 99.6 No. 40 (.425 -mm) 99.2 No. 60 (.250 -mm) 82.4 No. 100 (.150 -mm) 41.6 No. 200 (.075 -mm) 12.3 ASTM Classification LL PI D10 D30 0.11 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand 0.2 Medium Sand 0.6 Fine Sand 86.9 Fines 12.3 Total 100.0 Group Name Grayish -brown silty sand Symbol (SM) (very loose, moist) Figure B-1 Soil Classification Data Sheet 100 3" 1.5' I I 3/4" I U.S. 3/8" I Standard Sample 4 10 I Distribution Sieve Sizes 20 I 40 I 60 I 100 I 200 I -4--Sample Distribution 90 80 70 c 60 N CA Ca a 50 c 0 e 40 0 0 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) r,1': ' Z'' , i i i i l Sample Distribution Job Name: 11811 44th Ave S Geotech Sample #: S-2 Job Number: P1229 -T18 Date: 3/1/18 Figure: B-2 Tested By: ZLL Depth: 3 feet Exploration #: TP -1 MiTek® Re: J1700109 L2-2802-2 Plan 2 car FILO MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2874925 thru K2874940 My license renewal date for the state of Washington is September 28, 2018. February 21,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER t*t'ooit Job J1700109 Truss A01 Truss Type GABLE Qty 1 Ply 1 L2-2802-2 Plan 2 car K2874925 Job Reference (optional) 0 vI 0 Plat 1-1-7-13 7-13 4x6 6-6-0 6-6-0 11-0-0 14-0-0 20-1-15 4-6-0 3-0-0 6-1-15 3x6 4.55 F12- 265-0 6-4-1 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:01 2017 Page 1 I D:tPVdnE_YkwaL30Gt8ugRs7yvar_-ZJu2Da167iSEOZ7MwNi38j1 NeM Fw2ci34BMTUAyi W 32-10-1 39-0-0 44-0-0 475-0 53-0-0 54-7-13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 18 19 20 21 22 Scale =1:94.6 75 74 73 72 71 8x8 2.00 12 8- -4 8-1-4 70 69 68 66 65 67 8x8 64 63 62 61 60 59 57 56 55 54 53 52 51 50 49 48 47 58 4x6 = 15-9-0 20-1-15 25-6-0 7-7-12 4-4-15 5-4-1 1 8x8 39-10-0 14-4-0 1 46 45 44 4345 8x8 = 46-2-4 644 - • It-.- XY 2: 11 14 2-7-7 2:0-7- 1 1 r:� 2 • e 0-2-8 e 2: -00 40 53-0-0 6-9-12 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.14 BC 0.04 WB 0.11 (Matrix) DEFL- in (loc) I/defl Ud Vert(LL) 0.00 38 n/r 180 Vert(CT) 0.00 39 n/r 120 Horz(CT) 0.01 38 n/a n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-7,33-39: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 47-58,58-66: 2x6 DF No.2 OTHERS 2x4 HF Stud/Std *Except* WEDGE Left: 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD WEBS 20 -57,19-59,18-60,17-61,16-62,1553,21-56,22-55,23-54,24-53,2552: 2x4 HF No.2 REACTIONS. (Ib) - All bearings 53-0-0. Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-209(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 72, 42, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=467(LC 19), 40=474(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-335/92, 37-40=-334/92 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-57, 19-59, 18-60, 17-61, 21-56, 22-55, 23-54 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/I-PI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=1b) 41=209. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. Continued on page 2 February 21,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSIITPII Quality Criteria, D8B89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MeV 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874925 J1700109 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:01 2017 Page 2 I D:IPVdnE_YkwaL30Gt8ugRs7yvar_-ZJu2DaI67iSEOZ7MwNi36jl NeM Fw2ci34BMTtIziyiW NOTES - 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0/5.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Crlteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874926 J1700109 A02 SPECIAL TRUSS 5 1 Job Reference (optional) ProBuild Arlington, II1-7-1 i71 Arlington,WA 98223 6-6-0 10-0-0 14-0-0 15-9-01 20-1-15 6-6-0 3-6-0 4-0-0 1-9-0 4-4-15 8x12 5 4.55 12 3x6 26-6-0 2x4 11 6-4-1 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:03 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ ViOoeGmMeJiydsHI2okXB8OYK9joWLxMXVrZxBziyiU 32-10-1 39-0-0 43-0-0 47-6-0 53-0-0 50-7-18 6-4-1 6-1-15 4-0-0 4-6-0 5-6-0 1-7-13 2x4 11 3x6 5x16 Scale: 1/8" 1' 5x16 10x16 MT2OHS = 2.00 12 21 20 29 8x16 MT2OHS = 5x12 = 19 30 18 6x10 = 5x12 = 8-1-4 15-9-0 20-1-15 25-6-0 39-10-0 8- -4 7-7-12 4-4-15 5-4-1 14-4-0 17 10x10 46-2-4 10x16 MT2OHS = 53-0-0 6-4-4 6-9-12 Plate Offsets (X.Y)-- [2:0-3-3.Edge]. [5:0-5-0.Edge].111:0-8-0.0-3-0]. [14:0-3-3.Edge . (16:0-8-0.0-5-8[. [22:0-8-0.0-5-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.83 BC 0.84 WB 0.83 (Matrix -S) DEFL. in (loc) Udell Vert(LL) -0.8218-20 >777 Vert(CT) -1.4618-20 >436 Horz(CT) 0.48 14 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 17-19,19-21: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-21,6-20,12-17,10-17,13-16,3-22: 2x4 HF Stud/Std 4-21: 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 2=2394/0-5-8, 14=2396/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 14=-91(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - AH forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8823/316, 3-4=-8634/283, 4-5=-4466/109, 5-6=-4460/134, 6-7=-3950/117, 7-8=-3974/179, 8-9=-3986/183, 9-10=-3979/113, 10-11=-4708/149, 11-12=-4713/133, 12-13=-8491/202, 13-14=-8674/245 BOT CHORD 2-22=-365/8270, 21-22=-246/6288, 20-21=-89/4094, 20-29=0/2912, 19-29=0/2912, 19 -30=0/2912,18 -30=0/2912,17-18=0/4305,16-17=-58/5417,14-16=-177/8124 WEBS 7-20=-387/111, 6-21=-25/464, 9-18=-481/136, 6-20=-774/116, 12-17=-1522/92, 8-20=-119/1391, 8-18=-125/1408, 10-18=-852/123, 10-17=-15/471, 12-16=-41/3352, 4-21=-2500/176, 4-22=-82/3064 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-18, 4-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14. 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. February 21,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, 0813-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874927 J1700109 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, 1-2-0 -I1-7-131 1 1-7-13 1-2-0 5x16 Arlington, WA 98223 54▪ 0 • - 13 20-1-15 26-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:04 2017 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-_uaBrcn_PdgpFOsxbVFmkLwj5Z34Fn7 Wm9a7TdziyiT 32-10-1 39-0-0 8x12 % 5 10-1-15 6-4-1 5x8 = 8 6-4-1 2x4 II 6-1-15 45-4-0 6-4-0 5x12 MT2OHS 2x4 // 53-0-0 7-8-0 Scale: 1/8"=1' 4x6 = 10x16 MT2OHS = 2.00 12 17 16 8x16 MT2OHS = 5x12 = 24 15 25 14 6x10 = 5x12 = 26 27 13 8x8 = 8-1-4 1 15-9-0 26-6-0 1 43-0-0 53-0-0 8-1-4 7-7-12 10-9-0 16-6-0 10-0-0 4x8 = 5x12 11 Plate Offsets (X.Y)— [2:0-3-3.Edge]. [5:0-5-0.Edge]. [10:0-6-0.0-3-0]. [12:0-0-4.Edge . [12:0-0-0.0-0-4]. [12:0-10-13.0-3-2). [13.0-4-0.0-4-8]. [18.0-8-0.0-5-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc- YES Code IRC2015/TPI2014 CSI. TC 0.83 BC 0.84 WB 0.84 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.76 14-16 >834 Vert(CT) -1.34 14-16 >476 Horz(CT) 0.36 12 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 279 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 15-17,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except" 6-17,6-16,10-13,11-13,3-18: 2x4 HF Stud/Std, 4-17: 2x4 DF 2400F 2.0E WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2412/0-5-8, 12=2256/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-71(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8922/320, 3-4=-8734/286, 4-5=-4522/107, 5-6=-4516/132, 6-7=-4003/117, 7-8=-4027/178,8-9=-4072/183,9-10=-4071/115, 10-11=-5271/167, 11-12=-5554/182 BOT CHORD 2-18=-376/8365, 17-18=-255/6360, 16-17=-96/4147, 16-24=0/2964, 15-24=0/2964, 15-25=0/2964, 14-25=0/2964, 14-26=-20/4424, 26-27=-20/4424, 13-27=-20/4424, 12-13=-112/5153 WEBS 7-16=-387/111, 6-17=-24/468, 9-14=-458/130, 6-16=-778/115, 10-13=-18/719, 11-13=-460/123, 8-16=-121/1387, 8-14=-123/1456, 10-14=-906/142, 4-17=-2524/179, 4-18=-86/3100 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-14, 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and "A" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874928 J1700109 A04 COMMON 2 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 7-1 7-8-0 7-13 7-8-0 14-0-0 2x4 \\ 6-4-0 5x12 MT2OHS % 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:05 2017 Page 1 I D:fPVdnE_YkwaL3OGt8uq Rs7yvar_-S58Z2yocAxygsAR79Dm?GZTu3zPA_KIf_pKg04ziyiS 20-1-15 1 26-6-0 I 32-10-1 39-0-0 45-4-0 I 53-0-0 6-1-15 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 4.55 12 2x4 11 5x8 = 2x4 11 5x12 MT2OHS 2x4 // Scale = 1:92.3 1► is ••0071" If Mbar 5x12 6x10 11 Plate Offsets (X.Y)- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 15 8x8 = 21 22 14 23 5x12 = 13 24 12 6x10 = 5x12 = 25 26 11 8x8 = 10-0-0 20-1-15 32-10-1 43-0-0 10-0-0 10-1-15 12-8-1 10-1-15 53-0-0 2:0-2-15.Edge]. [2:0-0-3.1-5-0]. [4:0-6-0.0-3-0]. [8'0-6-0.0-3-0]. [10:0-2-15.Edge], ]10:0-0-3.1-5-0] [11:0-4-0.0-4-8] [15:0-4-0.0-4-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.81 BC 0.85 WB 0.49 (Matrix -S) DEFL. in (loc) 1/defl Ud Vert(LL) -0.68 12-14 >935 240 Vert(CT) -1.16 12-14 >549 180 Horz(CT) 0.18 10 n/a n/a 10-0-0 5x12 6x10 11 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 268 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11: 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2398/0-5-8, 10=2265/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-91(LC 4), 10=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5516/172, 3-4=-5222/157, 4-5=4086/113, 5-6=4089/180, 6-7=4093/183, 7-8=4091/115, 8-9=-5263/165, 9-10=-5557/180 BOT CHORD 2-15=-222/5101, 15-21=-135/4414, 21-22=-135/4414, 14-22=-135/4414, 14-23=0/2988, 13-23=0/2988, 13-24=0/2988, 12-24=0/2988, 12-25=-20/4433, 25-26=-20/4433, 11-26=-20/4433, 10-11=-111/5140 WEBS 5-14=-458/130, 7-12=458/130, 3-15=451/122, 4-15=-11/668, 4-14=-874/138, 6-14=-123/1442, 6-12=-124/1449, 8-12=-892/141, 8-11=-16/697, 9-11=453/123 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM -7473 rev. 10+032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIfPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 lob Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874929 J1700109 A05 COMMON 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7-1 7-8-0 7-13 7-8-0 14-0-0 6-4-0 5x12 MT2OHS 20-1-15 21-00 26-6-0 6-1-15 0-10-1 5-6-0 4.55 12 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:06 2017 Page 1 ID:IPVdnE_YkwaL30Gt8ugRs7yvar_ wHixGloFxE4XUKOKjwHEpm01 UNIujnOpDT3EYWziyiR 32-0-0 32,100 39-0-0 45-4-0 53-0-0 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 5x12 MT2OHS Scale = 1:92.3 5x12 6x10 11 15 8x8 29 30 14 6x10 = 31 13 6x10 = 32 12 6x10 = 33 34 11 8x8 = 10-0-0 21-0-0 I 26-6-0 32-0-0 32-111-13 43-0-0 53-0-0 10-0-0 11-0-0 5-6-0 5-6-0 0-11-13 10-0-3 10-0-0 5x12 6x10 11 Plate Offsets (X.Y)— LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 [2:0-2-15.Edge]. [2:0-0-3.1-5-0]. [4:0-5-12.0-3-0]. [8:0-5-12.0-3-0] [10.0-2-15.Edge]. [10:0-0-3.1-5-0]. [11:0-4-0.0-4-12]. [15:0-4-0.0-4-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 TC I - TC 0.90 BC 0.88 WB 0.49 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.5512-14 >999 Vert(CT) -1.2812-14 >497 Horz(CT) 0.20 10 n/a Ud 240 180 n/a PLATES MT20 MT2OHS Weight: 280 Ib GRIP 185/148 139/111 FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 'Except* 3-15,4-15,8-11,9-11,18-19,20-21,22-23: 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2523/0-5-8, 10=2390/Mechanical Max Horz 2=136(LC 8) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5832/0, 3-4=-5552/0, 4-5=4468/0, 5-6=-4470/0, 6-7=4475/0, 7-8=-4473/0, 8-9=-5595/0, 9-10=-5876/0 BOT CHORD 2-15=0/5411, 15-29=0/4750, 29-30=0/4750, 14-30=0/4750, 14-31=0/3259, 13-31=0/3259, 13-32=0/3259, 12-32=0/3259, 12-33=0/4769, 33-34=0/4769, 11-34=0/4769, 10-11=0/5452 WEBS 5-14=456/131, 7-12=457/131, 3-15=-452/121, 4-15=-56/623, 4-14=-847/165, 6-14=0/1596, 6-12=0/1604, 8-12=-866/166, 8-11=-59/654, 9-11=-455/122 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.OIb AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874930 J1700109 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 7-1� 7-13 Arlington,WA 98223 26-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:09 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-KsN 3uJr7E9S5Lnkv02rxRPekpaz3wEh FvRIu9rziyi0 53-0-0 26-6-0 4.5512 20 5x8 21 22 23 26.6-0 Scale = 1:92.2 4x6 = 78 77 76 75 7473 4x6 = 72 71 70 69 68 67 66 65 64 63. 62 61 4x6 = 53-0-0 60 59 58 57 56 55 54 53 52 51 50 49 48 4748 44 4542 43 4x6 = 41 4x6 = 53-0-0 Iq LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TP12014 CSI. TC 0.19 BC 0.02 WB 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 1 n/r Vert(CT) -0.00 1 n/r Horz(CT) 0.01 40 n/a Lid 180 120 n/a PLATES GRIP MT20 1851148 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except" 46-60,60-73: 2x6 DF No.2 OTHERS 2x4 HF Stud/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 21 -59,20 -61,19-62,18-63,17-64,16-65,22-58,23-57,24-56,25-55,26-54: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 8) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41 Max Gray All reactions 250 Ib or Tess at joint(s) 40, 59, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43 except 2=285(LC 1), 78=287(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 39-41=-257/69 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 21-59, 20-61, 19-62, 18-63, 22-58, 23-57, 24-56 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE *11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874931 J1700109 B01 KINGPOST 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 10-0 I1_0-0 I 6-0-0 6-0-0 9-6-0 3-6-0 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:10 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvaro2xS6fsf?TayzxJ5ymMAzcAgk_C5th6O851 RhHziyiN 19-0-0 120-0-01 9-6-0 1-0-0 3x8 = 6-0-0 12-0-0 12 11 10 9 5x8 = 19-0-0 6-0-0 6-0-0 7-0-0 Scale =1:44.0 Plate Offsets (X.Y)— [2:0-8-4.0-1-6]. [3:0-3-9.Edge] [7:0-8-4.0-1-6] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.50 BC 0.48 WB 0.10 (Matrix -S) DEFL. in (loc) Udefl lid Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1462(LC 27), 7=-1485(LC 30), 12=-124(LC 27), 10=-145(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1737(LC 24), 7=1622(LC 25), 12=415(LC 1), 12=415(LC 1), 10=394(LC 1), 7=290(LC 1), 12=415(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2722/2418, 3-4=-1001/913, 4-6=-1614/1527, 6-7=-2648/2500, 3-5=422/114, 5-12=-480/98 BOT CHORD 2-13=-2087/2389, 12-13=-2089/2387, 11-12=-1631/1755, 10-11=-998/1122, 9-10=-563/687, 7-9=-1986/2109 WEBS 6-10=-371/156 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=1b) 2=1462, 7=1485, 12=124, 10=145, 7=1485, 12=124. 7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf. 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 21,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874932 J1700109 B02 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 11-00 I 4-11-7 4-11-7 8.00 12 2x4 3 9-6-0 4-6-9 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:11 2017 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-GEVgJ?st'knnipb5uH W TtPWgj310XQ06_YNIn_DjziyiM 14-0-9 19-0-0 120-0-0 4-6-9 4-11-7 1-0-0 2x4 5 aro 3x8 9-6-0 3x8 = 19-0-0 3x8 = 9-6-0 9-6-0 Scale =1:42.1 Plate Offsets (X.Y)-- [2:0-5-9.0-1-8]. [6:0-5-9.0-1-8J LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.22 BC 0.54 WB 0.25 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.11 8-14 >999 240 Vert(CT) -0.21 8-14 >999 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/59, 3-4=-822/65, 4-5=-822/64, 5-6=-1103/60 BOT CHORD 2-8=-58/851, 6-8=0/851 WEBS 4-8=-1/494, 5-8=-313/120, 3-8=-313/120 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. February 21,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPlt Qualty Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874933 J1700109 B03 COMMON TRUSS 1 3 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 3-0-12 6-0-12 3-0-12 3-0-0 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 8.00 12 3x8 2 6x18MT1BH-i 12 5x16 11 5x8 9-6-0 3-5-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:12 2017 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-IR3CWLt?X4ggCFTU3BOe21GCEnrw7OXhbPWYIAziyiL 1 12-11-4 15-11-4 1 19-0-0 1 3-5-4 3-0-0 3-0-12 4x8 11 5x8 5 3x8 6 1711 18 8x8 = 19 10 12x12 = 1 3-0-12 1 6-0-12 9-6-0 1 3-0-12 3-0-0 3-5-4 20 12-11-4 9 8x8 = 15-11-4 218 22 6x18 MT18H 5x16 11 19-0-0 3-5-4 3-0-0 3-0-12 Scale = 1:41.2 Plate Offsets (X.Y)— [1:0-3-5 Edge] [7:0-3-5.Edge]. [9:0-3-8.0-5-4],111'0-3-8 0-5.4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.37 BC 0.65 WB 0.94 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud/Std *Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 1=11548/0-5-8, 7=10799/0-5-8 Max Horz 1=-112(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17801/0, 2-3=-14700/0, 3-4=-11116/0, 4-5=-11116/0, 5-6=-14910/0, 6-7=-18057/0 BOT CHORD 1-12=0/14811, 12-17=0/14811, 11-17=0/14811, 11-18=0/12196, 18-19=0/12196, 10-19=0/12196, 10-20=0/12372, 9-20=0/12372, 9-21=0/15017, 8-21=0/15017, 8-22=0/15017, 7-22=0/15017 WEBS 4-10=0/11931, 5-10=-4770/0, 5-9=0/5513, 6-9=-3149/0, 6-8=0/3259, 3-10=-4501/326, 3-11=-275/5198,2-11=-3114/154,2-12=-101/3199 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2240 Ib down and 87 Ib up at 1-0-12, 2240 Ib down and 87 Ib up at 3-0-12, 2240 Ib down and 87 Ib up at 5-0-12, 2249 Ib down and 86 Ib up at 7-0-12, 22491b down and 86 Ib up at 9-0-12, 2374 Ib down at 11-0-12, 2374 Ib down at 13-0-12, and 2374 Ib down at 15-0-12, and 2374 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 February 21,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, 058-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 11111111_1111E111S Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874933 J1700109 B03 COMMON TRUSS 1 3 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:12 2017 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ IR3CWLt?X4ggCFTU3BOe21GCEnrw70XhbPWYLAziyiL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 9= -2374(F)12= -2240(F)14= -2240(F)17= -2240(F)18 -2249(F)19= -2249(F)20= -2374(F)21= -2374(F)22= -2374(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Wok' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874934 J1700109 C01 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 6-0-0 6-0-0 4x4 = I\ 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:13 2017 Page 1 I D:1PVdnE_YkwaL30Gt8ugRs7yvar_-Dddakhuel0zXgP2gduvtbFo0zBlgs3vgq3G5lcziyi K 12-0-0 13-0-0 I 6-0-0 1-0-0 7 5 4 Y Y Y v Y Y al op, 8.00 12 A 4x6 = 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 10 Scale = 1:27.1 Plate Offsets (X.Y)-- [2:0-0-0.0-0-4]. [10:0-0-0.0-0-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 25) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749/764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=lb) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874935 J1700109 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:14 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-hpByxl vG3i5OSYdsBcQ68SLcObh8bWE_3j?fg2ziyiJ 3-11-8 3-11-8 Scale =1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply L2-2802-2 Plan 2 car K2874936 J1700109 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:14 2017 Page 1 ID:IPVdnE_YkwaL30Gt8ugRs7yvar-hpByxlvG3i5OSYdsBcQ68SLbzbg6bWe_3j?fg2ziyiJ 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 N Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation (wide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propery incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, DSB-89 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874937 J1700109 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 1 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar-901L9Nvuq?DF3iC31JyLggtn8?0PKzu7INICMUziyil 1-11-8 2 1-11-8 8.00 12 2x4 11 3 4 • ►AAAAka& A\ AA LA LA LL�LAL Akk . ����� � Ah. A\ ��AA�� 3x4 = 1 2x4 11 5 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) l/defl Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Gray 4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874938 J1700109 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -1-0-0 1-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-901L9Nvuq?DF3iC31JyLggtn8?0VKzu7I N ICM Uziyil 1-11-8 1-11-8 3x4 = 1-11-8 1-11-8 Scale =1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) l/defl Vert(LL) -0.00 7 >999 Vert(CT) -0.00 7 >999 Horz(CT) -0.00 3 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON TIPS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874939 J1700109 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-901 L9Nvuq?DF3iC31JyLggtmj??LKzu7INICM Uziyil 3-11-8 3-11-8 3x4 3-11-8 3-11-8 Scale =1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) Udell Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 81a-7473 rev. 1W03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI Mffek' 250 Klug Circle Corona, CA 92880 'Job- Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874940 J1700109 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arl'ngton,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:16 2017 Page 1 ID:IPVdnE_YkwaL30Gt8ugRs7yvar-dC1jMiwWaJL6hsnFIOTaDtQyuPMc3QkHWlUluxziyiH 3-11-8 3-11-8 2x4 II 5 b. Scale =1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) Ildefl Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=ll0mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infonnason available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Mffek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 3 "Center plate on joint unless x, y offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.by 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with 9 ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 r°11. Dimensions are in ft -in -sixteenths. Ii ? Apply plates to both sides of truss and fullyembed teeth. �� 0'16 TOP CHORD IhilliliPAbi p = U p4. ■ _� For 4 x 2 orientation, locate plates 0 'w�A' from outside edge of truss. This symbol indicates the C56 l" BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR 3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. © 2012 MiTek® All Rights Reserved required direction of slots in Plate software PLATE 4 LATERAL BEARING location x �f W15. connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint MiTek Engineering Reference MOM e • Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. r_� Industry Standards: ANSITTPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, Guide to Good Practice for Handling, pilek Installing & Bracing of Metal Plate Connected Wood Trusses. 0 9 O O O co O 9 0 9 co I� 2-0 1-00 2-0 -00 30-00-00 II I 13-00-0P A05(4'',) a.. 1 ,A04(2) A03(3) A02(5) t 4 W O 0 9 co co 9 01 9 N M TBE 6 co co '., co N " N N CD U) In D D D I tills B02 B01 BE6 JBO3(4) C01 c GARAGE 19-00-00 11-00-00 7-00-00 12-00-00 11-00-00 30-00-00 Truss Connector Total List Manuf Product Qty HUS28 9 VIPROBuild 20815 67th Ave NE Arlington, WA 98223 FrstSource Phone: 1-360-925-4155 BUILDER : SUBDIV : Cary lang const. PROJECT ADDRESS MODEL: 4 = Truss left end indicator. O 9 N O CY) 0 O 0 9 co O O 9 co O O 9 O 9 1) 2400 V L2-2802-2 Plan 2 car LOT: JOB M: 7'F J1700109 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 CpERMIT COORD COPY q PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0072 DATE: 03/14/18 PROJECT NAME: CARY LANG - LOT 104 SITE ADDRESS: 1181144TH AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: kT C- 3-110,4 Building Division MI � ,bt u c, 3�Uf 3 "Public Works MA ) *1149 Fire Prevention Structural MaY 8 1-4'l6rB Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/15/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/12/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: Bf\ tt4Y � 1Y:1 REVIEWER'S INITIALS: DATE: Feu Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 Residential Sewer Use certification Sewage Treatment Capdiefty Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type Property Street Address City State Loh, �'©r�5i Owner's Name 298/5 y Owner's M Dung Adress e, --g t(/ 44/ t 7/ City State 206- c CSSS Owner's Phone Number (with Area Code) ZIP sw ZIP Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) ,Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) 1115 or more (0.64 RCE per unit) No. of Units x0.64= ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? EYes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No 1.6 2.4 3.2 fc6 7 mo La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate 7711thi, Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivjsion Name Subdivision Number 1©q Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? [gYes ❑ No Was structure on Sanitary Sewer? ❑ Yes No Was Sewer connected before 2/1/90? ❑ Yes No Sewer disconnect date: Type of structure demolished? /tool e/613,--4.11 . Request to apply demolition credit to multiple structures? ❑ Yes [No Pursuant to King County Code 28.84.050, 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 at 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 206-477-5516. I understand that the information given is corre . I understand that the capacity charge levied will be based on this information. I understand that any de ' ion may result in a revised capacity charge. Signature of Owner/Representative -� C./ /'�-- Date 3/ ' /i 8 Print Name of Owner/Representative 41 -AK 144 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) 423s 12021A CARY LANG CONSTRUCTION I Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries 0 Search L&I Page 1 of 2 A -Z. Index Help My L&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661.6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ..........................................................._....... Meets current requirements. License specialties GENERAL License no. CARYLCI1010F Effective — expiration 09/06/1990— 09/26/2018 Bond .............. DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance ........................... Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 4/27/2018 CARY LANG CONSTRUCTION I]�C No L&I tax debts are recorded for this contr license during the previous 6 year period, but some may be recorded by other agencies. �•r License Violation` ........._.._...................................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 ........... _................ Doing business as CARY LANG CON'3TRUCTION INC Estimated workers reported N/A L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Account Is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ................................................... No strikes have been issued against this contractor. Contractors not aldowed to bid .......................................................................................... No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni wa.gov/verify/Detail.aspx?UBI=601231391&LIC=CARYLCI1010F&SAW= 4/27/2018 CARY LANG CONSTRUCTION Il5 Home Fspaiiol (onlact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries 0 Search L&I Page 1 of 2 A -Z Index Help My L&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451 C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 4/27/2018 CARY LANG CONSTRUCTION IN No L81 tax debts are recorded for this contr license during the previous 6 year period, but some may be recorded by other agencies. License Violations .........................................._........ No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 ................................ Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 4/27/2018 Layout Name: Layoutl awings\R18125—PS—C1.dw Ave S (LANG Construction}\CAD L:\Working\R18125 11811 44 0 n Mar 10, 2018 — 0 504 TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET INSTALL TREE PROTECTION FENCE PER DETAIL THIS SHEET SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER TOE IN SHEETING IN MINIMUM 4"X4" TRENCH APPROVED • No changes can b3 made to these plans without approval from the Planning Division of DCD`` II - Approved By: 1 'Q1- Date: 4-IV 19) EXIS77NG NOUSE 10.0' MAX. PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. Ii 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED OHP 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 1111111101 era UUUU Ur rarer ra :> >Ci:itrume j�AAi�AA,iAA%/i� 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: z N FILTER FABRIC z 2 BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE CLEARING LIMIT (6,175 SF = 0.14 ACRE) EX. CONC. DRIVEWAY TO BE REMOVED N _ — OHP', OHP INSTALL SILT FENCE PER DETAIL THIS SHEET OHP 50- INSTALL CdNSTRUCTION ENTRANCE `?ER DETAIL THIS SHEET OHP CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD REVISIONS No changes shalt be made to the scope of work without prior approval of Tu;cwila Building Division. 110TE: Revisions will require a new plan submittal and may include additional plan review fees. EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS — OH OHP ISEITARATE PERMIT REQUIRED FOR: iB ©M hanical , iectrical 0 Plumbing ❑ Gas Piping City of Tukwila I.,'I ING DIVISION UNDISTURBED GROUND R=25' MIN. P) OHP 25' a. 0 OW 100' MIN. REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 ve City of Tukwila BUILDING DIVISION U) C, 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ,ENTRANCE DETAIL PER 2016 KCSWDM FIGU SCALE: NONE FILE COPY Permit No. 16- 00%Z Plan review approval Is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copund conditions is acknowledged: By: Date: City of Tukwila BUI G HIV EARTHWORK VOLUME ESTIMATES: e( 37IE s have been reviewed by the Public \'t rTs Depamnent for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: LOCATION CUT (CY) FILL (CY) FRONTAGE IMPROVEMENTS 160 50 AND SITE Know what's below. Call before you dig. �` HORIZONTAL GRAPHIC SCALE ��_ 10 5 0 5 10 LEGEND 1 inch = 10 ft. PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — ADJACENT PROPERTY LINE REFERENCE SHEET NO. Cl SHEET ,1 OF 2 SHEETS TESC PLAN AND DETAILS w w co co co 03-20-2018 to o N Z T m � oC H Ci DESIGNED BY d m x a 2 2 CHECKED BY: PROJ. MNGR REC wCITY OF MAR PERMIT EIV TU 111 CE ED KWI 2018 NTE LA R >- m LU 0 co L: \Working\R18125 c a 0 0 N 0 0 ------ 5p4 FG=504.00 WOOD SHED 1 // // 1f // f/ F504.00 CONSTRUCTION NOTES: 504 038'D6CID. H WOOD SHED 012°DECID. 5'BSBL 5' BSBL P 16°DEClD, / O CONSTRUCT ROOF / FOOTING LIMITED INFILTRATION TRENCH (7'W x 30'L x 2'D) PER DETAIL 1 O INSTALL 10 LF 6" PVC SDR 35 SD @ 2.00% MIN. O INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=502.25 IE (W)=500.85 IE (E, S)=500.75 O INSTALL 24 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN. 0 INSTALL 20 LF 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% MIN. INSTALL 65 LF 4" PVC SIDE SEWER @ 2.00% MIN. SEE PLANS 0 INSTALL 71 LF 1.5" WATER SERVICE LINE ® CONSTRUCT (2'W x 16'L x 2'D) GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2. ® CONSTRUCT 20' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) 10 CONSTRUCT 20' CONCRETE DRIVEWAY SEE LEGEND 11 UTILITY TRENCH (POWER & COMMUNICATION) RELOCATE MAILBOX 10.0' MIN 5.0' MIN 6" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH ' r r r rEMEME�ta'�i4�OYiYWISt�t..izi£e.��i�ti�a�ir PLAN VIEW WASHED ROCK 3/4" -1 1/2" 6" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND E NTS ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK FINE MESH SCREEN EVATION VIEW NTS 4" SOLID PIPE iN8872112„ 50.r ///////////////D/4%////i '//i/17 / I j Of GARAGI N88°21'12"W 250.00 EXISTING HOUSE 4" PERF. PVC FOOTING DRAIN @ 1.00% WOOD DECK 12'DEC1D OHP DOWNSPOUT (TYP) FOR MORE SOIL INFORMATION, SEE MARCH 7, 2018 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 2.0' GRAVEL STRIP 4" CONCRETE DRIVEWAY WASHED ROCK 3/4" -1 Y2" GRAVEL STRIP DETAIL SCALE: NONE BACKFILL ashore # irttot • lir ,t, ikVelt 4liqk t esres eteet etsseeo•eo efii • r EXISTING GROUND z 2 CD TING SE WOOD DECK ROOF OVERHANG ROPOSED SINGLE MILY RESIDENCE FFE=502.50 ss INSTALL 1" WATER METER IN EX. WATER METER BOX (BY CITY OF TUKWILA7 GAPAGE001.50 ss FG=499.50 CONNECT TO EX. SIDE SEWER STUB HP ;15.- , •— _ OHP IE=495.00 (FIELD VERIFY) 4" PVC ROOF DRAIN (HP__ 1.00% OHt OHP OHP FOUNDATION NOTES: 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL :PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 6" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" -1 1/2" (TYP) ROOF AND FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,037 SQ. FT. (INCLUDING OVERHANG) WALKWAY 26 SQ. FT. DRIVEWAY 466 SQ. FT. TOTAL 2,529 SQ. FT. 2,529 / 10,000=0.2529 X 100% = 25.29% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,037 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,037 SQ. FT. 2,037 / 10,000=0.2037 X 100% = 20.37% MAX. BUILDING COVERAGE EX ex. 8SE 0 W ' TER MIN ASPHALT DRIVEWAY FG=49 C VER MAIN U) In EX. GAS LINE ASPHALT S T SAWCddT LINE A D, MA CH EX.FAVEMENT PO ER POLE 4 T 5' ROW 0 GENERAL NOTES: n 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. PARCEL NUMBER 3347400555 APPROVED MAR 1.6 2018 City of Tukwila PUBLIC Works Okl7y\ LEGEND REVIEWED FOR CODE COMPLIANCE' APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE INFILTRATION TRENCH REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS c cdA N • ko N � N U, o mo in in N v � • U h co co co co 0 O N rh z DESIGNED BY: 0 m H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REC ED :,IT'! O UKWILA MAR 2019 PERM' ENTER EIV FT 14 TC O z GENERAL NOTES BUILDING CODE; 2015 INTERNATIONAL BLDG. COPE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL COPE (IRO) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD ■ 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II I T re: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(I) GROUND SNOW LOAD WIND DESIGN SEISMIC PES�MiORY CATER SUBJECT TO DAMAGE FROM u11rNT>:R DE8K11 ICE SHIELD DER_ LammLammHAZARDS RE(UIRm FLOOD AIR F REEZNNG MEAN RNA - TEMP SPEED (MOH) TOPOGRAPHIC EFFECTS SPECIAL LUND REGION WIND-BORNE DEBRIS ZONE UEATHERlNG FROST LUE DEPTH meinTEMP, INDEX 25 I10 DI/D2 MOD IS MmOD fl NO PER LURISDICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL, - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) RITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF EXTERIOR FOOTINGS SHALL BEAR I8' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. S teNrippix MIMJMl1 COMPRESSIVE STRENGTH CF CONCRETE PER TABLE R4022 rrFE OR LOCATIONS OF CONCRETE CONSTRUCTION MNIMIII COMPRESSIVE STRENGTH (f'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL EBASEMENT XPOSED TO THE MEATIERATIONS 1 OTHER CONCRETE NOT 2,500 pet BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. 2500 pet BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO WE WEATHER 3g00 pet (5% to 1% eIr Snitreined PORCHES, CARPORT SLABS 1 STEPS EXPOSED THE HEATHER I GARAGE FLOOR SLAB 3000 per (5% to 1% aIr entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UN.O. (SEE STRUCTURAL) FOUNDATION BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH V4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD N ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRO R311.I.I, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. IS' MN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. PAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. RA062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROCFED FROM THE HIGHER OF (6) THE TOP OF THE FOOTING OR (B) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL- THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING, I. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. I'e' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERM I I kN FOR WATERPROOFING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION, PARSING OF UNIT MASONRY WALLS IS NOT REQUIRED W-ERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONt..ctlt WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING, t 2-PLY HOT-MOTT'tP FELTS. 2.55 POUND ROLL ROOFING- 3. 6-MIL POLYVINYL CHLORIDE. 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. 1. I'e' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8.60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR MCP WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMEMTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICE WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44S. HOT ASPHALT SHALL BE APPLIED AT A 1t1-}-tRATURE OF LESS THAN 200'F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. pRAFTBTOPPING 1 FIRE BLOCKING DRAFTSTOPPING R302.I2 IN COMBUSTIBLE CONSTRICTION WHERE THERE IS USABLE SPACE BOTH ABOVE I BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONrEAI ED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES, t CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.I2.L FIREBLOCKING R302.II IN COMBUSTIBLE CONSTRICTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL ANP HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETU.EEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE R . ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R3021 02' GU19) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 6. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION R1003.I9. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DUELLING IS REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R3021U LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. WALL CONSTRUCTION/FRAMING GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRO TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS ANP APPLICATION OF GYPSUM BOARD TABLE R102915, THICp44e6 Oh GYPSUM BOARD OR GtTaUi PANEL PRODUGTe (NORM APPLICATION ORIENTATION CP GYPSIIi BOARD OR GY9e411 PANEL plAxiptil SPACING GF FRAM414 M O.W MAX31.41(PACIN3 OF FASTENERS (1,4CHE6) SIZE CP NAILS FOR APPLICATION TO WOOD FRAMING NAILS a/o adheelw SCREWS PRriDUGT6 TO FRAMING Pro, CEILING PERPENDICULAR 24 1 a 13 GAGE, I-I/4' LONG, 1s/64' HEAD, 0ID30' DIA, I-V4' LONG, ANHILAR- RIGED, OR 4d COOLER NAIL, 0ce0' CIAO-3Ae' LONG, 1/32' HEAD. WALL. EITHER DIRECTION 74 6 16 Y2. CEILING EITHER ORECTION 16 1 17 13 GAGE, I-3/6' LOIN ,19Ae4' HEAD, OIDS6' DIA. 1-V4' LONG, 4aNLAR- 104GED, OR 3d COOLER NAIL, VOW DIA, I -WV LOK3, S/64' HEAD, OR GTP6,M BOARD NAIL. cost,' DIA,1-1W LONG, ear HEAD. CEILINCi PERPENDIGULARR 24 1 17 WALL EITHER DIRECTION 24 6 12 WALL EITHER DIRECTION 16 6 16 WO' CEILING EITHER DIRECTION 16 T 12 13 GAGE, 1-3/e' L.OFYi, I /64' FEAR, 33eb' DIA, I-3/e' Lai% ANJILNR- RINGED, OR mow COOLER NAIL, 0oDIA, 1-i/a' LONG, V4' HEAD, OR C/rpeiM soaps, NAIL, Oust' DIA. I-1/e' LGNs, Is/64' HEAD. CEILING PERPENDICULAR 24 1 ,rrtXAT PERRPENDICULAR 24 6 6 I4/6' LANs 60 COA1E3 NAILS OR E.UNALENT DRT1UALL a RI3 16. SCREWS eNAu. CGMpLY IIXTH eECflol R702331 BENEATH HABITABLE ROOMS lUAL.L EITHER DIRECTION) 24 8 12 G AAAF NM' L. E3/64' HEM, mow DIA. 1-3/6' L(aJs, ANiILAR- R343ED, GR 64 COOLER NAIL, Omer DIA, I-V6' LGICs, V4' HEAD, cis Gr•eui BOARD HAIL, 00a8' DIA I-1/6' LRb. 13/64' HEAD. WALL EITHER DIRECTION 16 8 16 APPLICATION WITH ADHESIVE WV CEILING, PEIRPI DICULAR 16 16 I6 SAME AS ABOVE FOR 3/B' GTPM dPONE) AND GTPMU'I PAIaL PRODUCT UL4LL EITHER DIRECTION 16 16 24 IR' OIR We' CEILING EITHER DIRECTION W 16 E' SAFE AS ABOVE FOR 1R' AND b/a' oirpe/ 1 BOARD AND GYFaUi CEILING PERPENDICULAR 24 U lb WAL1 EITHER DIRECTION 24 16 24 PANEL PRODUGre, REePEGTVEI..'r. /So 3/6 LAYERS CEILING PERPENDICULAR 16 16 16 BASE FLY HAILED AS ABOVE FOR i• GYPe rl BOARD AND GYPSUM PANEL pRoDUCTer FACE FLY INSTALLED WlH ADHESIVE [WV EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0131' DIA, 2-1/2' LENGTH), 8d BOX (0113' DIA, 2-1/2' LONGS), 10d COMMON (0.148' DIA, 3' LONG) 10d BOX (0.128' DIA, 3' LENGTH), I6d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0 86' DIA, 1-5/8' LONG ), bd COOLER (0.032' PIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RILES CF THE WESTER PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SALIN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: ,JOISTS: 1110OD TTFE, 2X4 2X6 OR LARGER I-F'2 - Pb•915 pal, Pv•150 pel, Pc•I300 pal, E•t300000pet HF'2 - Pb•915 pet, Pv■150 pet, Fe-1300 pal, E•1300000pa1 BEACH 4X 6X OR LARGER DF-L 12 - PS•900 pal, Fv-I80 pet, Fc•1350 pal, E•1600000peI DF-L'2 - Fb•B15 pea, Fv110 pal, Fc•600 pal, E•I300000peI STUDS 2X4 2X6 OR LAMER I4F'2 - Fb•915 pal, Fv•I50 pal, Fc.1300 pal, E•I300000peI HF'2 - P2•915 pet, Fv•I50 pal, Fc•1300 psi, E•1300000peI MEM HF'2 - t0.915 per, Fv•I50 pel, Fc■I300 pet, E•I300000peI I-F 4 - Fb•915 pet, FvI50 pal, Fc•I300 pal, E•1300000pet DF-L'I - FO.1200 pal, Pvfl0 pal, Fc■1000 pal, E•I600000peI 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES, Fb • 2,400 PSI, Fv ■ 165 PSI, Fe • 650 PSI (PERPENDICULAR), E • 1,800000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: FP • 2,900 PSI, Fv • 290 PSI, Fe • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES, Flo ■ 2,600 PSI, Fv ■ 285 PSI, Fc • 150 PSI (PERPENDICULAR), E • 1,900000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Pb • 1,100 PSI, Fv • 400 PSI, Pc • 680 PSI (PERPENDICULAR), E • I,300000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED I STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON SIC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOFNIALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1A6' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE ad COMMON • 6' O.C. • PANEL EDGES AND 12' 0G, IN FIELD UN.O. ON SHEARRUALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHNG, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Ed COMMON AT 6' O.C. • PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. IQ,ALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION CF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. IWTERIOR DOORS. WINDOWS AND SKYLIGHTS WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE I RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION, STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF200SQFT. FI. N1MUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRAPE FLOOR OPENINGS SHALL HAVE A MN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH, THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: IN DUELLING UNITS, WHERE THE TOP CF THE SILL OF AN OPERABLE WINDOW OPENING IS LOCATED LESS THAN 24' ABOVE THE FINISHED FLOOR AND GREATER THAN 121N ABOVE THE FINISHED GRADE OR OTHER SURFACE BELOW ON THE EXTERIOR OF THE BUILDING, THE OPERABLE WINDOW SHALL COMPLY WITH ONE OF THE FOLLOWING: I. OPERABLE WINDOWS WITH OPENINGS THAT WILL NOT ALLOW A 4' DIAMETER SPHERE TO PASS THROUGH THE OPENING WHERE THE OPENING IS IN ITS LARGEST OPENED POSITION. 2. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 2090. 3. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW OPENING CONTROL DEVICES THAT COMPLY WITH SECTION R312.22. SAFETY GLAZING SHALL BE INSTALLED N THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R308.4 1. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDNG I BI-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 S.F. AND LESS THAN IS' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR 6. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. JNBULATION AND MOISTURE PROTECTION GENERAL MAINTAIN I' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOUERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNPAGED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEAIRS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 480 WHEN TESTED IN ,ACCORDANCE WITH ASTM E S4 EXCEPTIONS: 1. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRO R316. 3. SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. INSPECTIONS AND ENFORCEMENT POSTING CF CERTIFICATE MEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL N THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILG/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRAPE WALL, AND/OR FLOOR) AND FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATES SHALL LIST THE I r rue NAND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED INVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD EL3ECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED INVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL BE NOT BE LISTED FOR GAS -FIRED INVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED N CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH MU D-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRICTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402A4.I THROUGH R44 2,4,4. RCCENTPRIOOFING NOTES: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED 80 THAT NO OPENING EXCEEDS 12 OF AN INCH IN THE LEAST DIMENSION. 31212.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION CF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRICTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRICTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING I'7 OF AN INCH IN THE LEAST DIMENSION. LIaI-ITING WSEC SECTION R404 R404.1 INTERIOR LIGHTING. A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIR2UAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303S IRO EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. pRILLMG AND NOTCHING STUDS PER SEC R6026 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING, 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARNG PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 9b INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MOD THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION, USE CF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHNG OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED N OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHNG OF THE TOP PLATE BY MORE THAN 50 PERCENT CF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND I-I/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT I0d NAILS HAVING A MINIMUM LENGTH OF I-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602bJ, EXCEPTION, WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 142018 PERMIT CENTER ALL GLAZING TO SE IN COMPLIANCE WITH THE 2015 WASHINGTON STATE ENERGY COPE. 118 1 44th Ave So 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2L Date: I FACTOR OAD CEILII'* VAULTED CEILING FLOOR 028 050 R-48 R-36 R-2I Kr R-2I R-38 R-10 2' 2015 N-i OOF ATTIC VENTILATION CALCULATIONS INT TW D 24 1-11R WI-IOL E HOUSE VENTILATION SYSTEM SEC. M1501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 1 NOT MORE THAN 50% Cf REQUIRED VENTS SHALL BE IN UPPER PORTION CF VENTILATED ROCf SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE Cf REQUIRED VENTILATION PROVIDED BY EAVE VENTING. FER IRO SO6J ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE Cf ROOF RAFTERS SHALL HAVE CROSS VENTILATION CF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOUT VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH ve MN. 4 14' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED NSULATICN SHALL NOT OBSTRUCT THE FREE FLOW CF AR (MIN. I' SPACE BETLLEEN INSULATION AND ROOF SHEATHING • VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP of THE OUTSIDE CF THE EXTERIOR WALL, EXTENDING BOARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT CF NCN-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA 1) 1611 SQ. FT. OF ATTIC AREA/300 • 851 SQ. FT. Cf vENTILATICN REQUIRED (802 SQ INCHES) UPPER VENTS • 401 Sq. In. (9 AFS0 VENTS) LOWER VENTS • 401 Sq. In. 23 EAVE VENTS x 12' PER BLOCK ■ 408 Sq. In. 3 AF50 VENTS x 50' PER VENT • 150 Sq. In. LOWER ROOF - GARAGE: (AREA 2) 52 SQ. FT. CF ATTIC AREA/300 • .11 SQ. FT. CF VENTILATION REQUIRED (26 SQ. INCHES) EAVE VENTS • 13 Sq. In 2 EAVE VENTS x I2' PER BLOCK • 24 Sq. In. UPPER VENTS • 30 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ. IN. X 2 LF(TRISS BAY). 11 SQ. IN. PER TRUSS BAY 13 SQ. IN. REQUIRED/ Ii SQ N• 2 BAYS LOWER ROOF - PORC14: (AREA 3) 44 SQ. FT. OF ATTIC AREA/300 • .14 SQ. FT. OF VENTILATION REQUIRED (22 SQ. INCHES) EAVE VENTS ■ II Sq. In 1 EAVE VENTS x 12' PER BLOCK • 12 Sq. In. UPPER VENTS • 30 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ N. X 2 LF(TRUSS BAY). 11 SQ. IN. PER TRUSS BAY 30 SQ IN. REQUITED/ 11 SQ. IN• 2 BAYS NOTE: UPPER ROOF VENTING PROVIDED BY 1'x10' rE31 AF50 ROOF VENTS. (50 I N. PER VENT) 1NQTE: EAVE VENTING PROVIDED BY (4)-2 V8' DIAMETER 'BIRD HOLES' FER SAVE BLOCK (4)-2 1/8' DIA HOLES • 1436 Sq. kt WO MESH NFA w/ MESH • 12' Sq. In. PER BLOCK NOTE: UPPER ROOF VENTING PROVIDED BY COR-A-VENT ROCF-2-WALL VENT (SS SQ. N. PER LINEAL FT.) NOTE: UPPER ROOF VENTNG PROVIDED BY COR-A-VENT ROOF-2-WALL VENT (85 SQ N. PER LINEAL FT.) COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP) ♦ ♦ tn • 30'-0' (15 EAVE VENTS) IJ Ft- lel /- lel (AREA 1) 147 / (AREA 2) (2 EAVE VENTS) / 3 '\ (AREA 3) 1I-0' (1 EAVE VENT) COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) PIECWANICAL HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES 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 AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO 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 EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES 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 LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF ItMrnRATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, I Tri= L VENT, I TY1= B GAS VENT OR TTrt mu GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION NSTRJCtICNS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR i. WHERE THE EXHAUST DUCT IS -CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL oR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 PEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ INCHES FOR MAKE UP AIR SHALL BE PROVIDED N THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. DmsssE • 100 SQ INCH TRANSFER GRILL PER IRO G2439,4 (6146) TED 24 WI HOUSE VENTILATION SYSTEM. SEC. MIE.01 AS AMENDED BY WASHINGTON STATE IgIRm I e4H-. =R A WHERE LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED N ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION OF AM EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE CR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.1 THROUGH MI50133. MI5013.I SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL SE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION MI5013,4, M150135, MI5013b OR MI50136.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. MI50132 CONTROL AND OPERATION I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUSWHOLE•HOUBE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATIONS SYSTEMST SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A'FAN ON' SWITCH SHALL BE PERMITTED AS A N OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VETILATION SYSSTEM WITHOUT ENERGIZING OTHER ENERG-CONSUMNG APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: Si THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE 1 Trt OF CONTROL TIMER INSTALLED. 5,4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATED AT LEAST ONE HOUR OUT OF EVERY FOUR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 1-J0132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. 11150133 MECHANICAL VENTILATION RATE THE WHOLE -MOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(I). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(I) IS MULTIPLIED BY THE FACTOR DETERMNED IN ACCORDANCE WITH TABLE M150133(2). M15013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A IIkHOLE-HOUSE VENTILATION SYSTEM. MiE0133J INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETUR4 AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER. THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETUR4 AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL SE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. MI501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM R-4. 111501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL SE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN lB FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M150 L4J LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 WW1 AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 efln AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL SE DETERMINED AS PER IHVI 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfln AT 0J0 INCHES WATER GAUGE. M1501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. M160133(1) CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION SYSTEM AIR FLOW RATE RECIIJIREMENTS. DWELLING UNIT FLOOR AREA(S.F) NUMBER OF BEDROOMS 0-I 2-3 4-5 6-1 >1 AIRFLOW IN CFI" 1 <1,500 30 45 60 15 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 TALE M1S0133(2) INTERMITTENT WHOLE HOUSE MEC.I4ANICAIL VENTILATION RATE FACTORS RUN-TIME % IN EACH 4-HOUR SEGMENT 25y 33% 50% 66% 15% 100% FACTOR 4 3 2 15 13 1.0 T MI50'144 MIN ONE- AND TWO-FAMI IRED L Y DWELLINGS AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfln NTERMITTENT OR 25 efln CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF eft INTERMITTENT OR 20 eFln CONTINUOUS !EXHAUST RATES FOR. 2018 ENERGY CODE COMPLIANCE AND OPTIONS 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (Ia, 3a, 5a, 5e • 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.I WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U■028 - FLOOR R-38 - SLAB ON GRADE R-I0 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (I.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TT1-k AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SHOUIERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT IB GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOUJERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (I5 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 20 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION CF THE MINIMUM ENERGY SAVINGS. REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: 1-1I5014 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE WATER VAPOR OR COCKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL SE DESIGNED TO HAVE A CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE M1501.4. BARRIER OVERT�T SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM FLASHING WITH 3" MIN. VERTICAL LEG HORIZONTAL WOOD TRIM HORIZ. TRIM AT SHEATHING/WOOD STUDS N.T.S. 12 "EST (REAR) I/4"= I'-O" 12 1 \III\\\\\\\\\\110.1� i�\\\\1\��\ 'WNW ..411111111111k111. WIEM SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER RTa. 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSi3 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOI=TO uJt4L pl_ 4SH INCH DET4I1- N.T.S. 12 12 , 4 , ... „ - - - - - ..4L-- ---A\L‘s �\��oy �� -. R\\\ A\ ‘Wlimv‘ II b \ w% NORTH (RIGHT) 1/4"= I'-O" GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING CEDAR SHAKE SIDING 5/4xS BARGE W/ IX3 RAKE TRIM 5/4x6 WINDOW , POOR. 4 CORNER TRIM 6 FRONT 5/4x4 CORNER. BD'S 6" EXP. HORIZ. SIDING CONT. SUTTER STONE VENEER (ADHERED) SOUTH (1-!T) 1/4"=1'-O" MASONRY VENEER - GENERAL NOTES PER SEC. R103.8 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R1033(I) AND FIGURE R103.S. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SAC DO 4 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 1 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC DO, DI, 1 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE). FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHNG AT A MAXIMUM OF 33 INCHES ON CENTER. AIR SPACE MINIMUM I IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. 12 ROOF DRIP EDGES PER SEC. R9052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION L� 1_ 1 I (II „I l SRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' COPYRIGHT 2010 Landmark Design Ina. ALL RIGHTE i eERVEP EAST (RONT) 1/4" =1'-O" TYP PER SIDE IF SITE REQUIRES 411 J Q in Zd) yam_ 0 O ICE FIVER.. . CITY OF UKWILA HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET ADDRESS G NUMBE ER SHALL BE MN. 4' HIGH 1 A MN. STROKE WIDTH OF 1/2' PER SEC. R3I9.I MAR 142018 PERMIT CENTER 1. Contractor or builder must verily all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2802-2L Date: 3-1-18 1 30' -0' 13'1�' -016'-11i' / '-9' s' ' 8'-5' 8'-1' 5/0x4'0 XO SA. 8/0x4/0 XOX ji(g /ff//flit/l/i//// /lr/O/ fO/%l6b// /04 EGRESS 12'SO TUB. O O % p, MASTER BEDROOM MASTER VAULTED CEILING Ci�it1F in ' S.D. Wd i 6'-9}' 1 3' S'-lli 2'-S' 10'-6i' / CLOSET ifi 4, 0 iA 8' CLG. y . , .. .� ' Or e - - - - - - - - - PAIR j i ' W 5 50 CFM E.F.. BP 4 e' CLG, N _ 7 BEDROOM 2 y.T.0 2I2/(36} 8' CLG. ��® Hoy S.D. C��uiomoo/ire/ao 3 $ � T an to BE @ BP ROOM 3 a r fir« u mW y./ii'/F' T VE r� = v F��34f-SS AD NOSING. 8' CLG. Ic- -- ilow a o TO BELOW 1 I Cs 50CFM B'CLG. 1'-4' 3'-Ilk IL!4_!__g_2ll c8 R '�� ECH CHMASE S.D. OUTDOOR COMBUSTION AIR SHALL 13E PROVIDED THROUGH OPENINGS TO 0 I ® BEDROOM 4 THE OUTDOOR IN ACCORDANCE WITH SECTION G2401b.I OR G2401.62 THE MINENSION OF AIR OPENINGS SHALL 13E NOT LESS THAN 3' INCHES._ PLAYROOM 1 0 I SJa. VAULTED CLG r� BP ---' \ �V� 1 8' CLG. �a \ � � \ `'''.----- \ 0 /i f/ fri 2/0x4/0 FX i , .. EGRE /� I ® x,�.a 4 /l/f////i, 5/0x4/6 6'-0' ' ' 3'-2' 3'-11 ' ✓ / 3'-0' 9'-2' 2'-10' 1'-0" 12'-0' 5'-2i' 5'-10' / / 19'-0' 11'-0' / 30'-0' OF 'ES FLOOR FLAN 1/4" =1'-0" SECOND STORY EGRESS WINDOW LOCATED AT 5 FOOT SETBACK (TMC 16.16.070) Egress windows located on 5-foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12-foot by 4- foot wide area below the rescue window. If the space on the side of the building does not allow sufficient ladder access of 12-feet, a minimum 5-feet on each side of the property lines, minimum of 10-feet by 4- feet shall be allowed between buildings if applicable. PLEASE NOTE "No<fence other than a wood fence or similar shall be allowed at that location". Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. 1.0 OPT. F I REPLACE LOCATION FLET GUEST ROOM I2'-6 r � i PAIR /////r/ri/i/i/ii//orrfa//fi/�/ii�i/f/r�iif/ OPTIONAL GUEST ROOM 30'-0' 10'-0' 20'-0' / 5'-2' 10'-0' I0'-0' 810x6/0 XOX .I 71 sa - 'Z ' // fo/ .4 l//-/////////q// e6 ti N9 COVE D PA IO 6I0x6/10 6/0x1/0 SCs.P,SPECS. . ABOVE METAL FI = INSTALL V SQ. IN, OUT=IDE PLACE 6, R MFR 3• VIDE 6' AIR ' .11 / A D.V. GREAT riy' -1 OPTIONAL I ROOM I. FD LOCATION: IS I 61 9 NOOK 9' CLG � SHEET I J " m 9' CLG L_ _ 1 '"5Ii' 100-1 2'-11" IIl F.- 2 / ALL ARCH 2X6 WALL - 0e////�/%// iQ O1 IDW :IA, ►u,...,,,,,..,,,,,„..------A 'Al EATING BAR DINING I V\ i• ] IN _ RO •M I , m Wi M MICRO KITCHEN 11 9' CLG n 61 ABOVE 10 Cg et/J I-- _ 2�, „__,_ , D - C_•1t%, � REFRIG. A 14 2 �� _ F _ , O I i Of �� 'S1.a.�....E.1.P//// U U L___J \e ;. P eNc j -CTIONN 02.1 / . I -ii wu C_ _ 12 y36' ALL W/ I O X,. • • •D CAP ACCE I / SET -*' C'' ,1" R41L r s,, � I „.. c' 1 - '-1' I 3' f, 4'-II �T _. � \ • 1,,,i \\*...- MINI RAWL A X24' v„ , \ \ • PAIR itl ;1 i� \ L/ \\N k ' / .. off, ,o, ' i r . ilom-...,- ) A r __ ___ / WALL MOUNTED HWH T. GAS 1-10rAT WATER ER SYSTEM _ EN Y CD ° (ENERGY FACTOR.091) VE14. IMPACT 9' CL 3/4 BATH ' I 0p, 1LANDING BARRIER I OPT 8/ p / IN,' MIN. SOLID CORE 7 9' CLG- o 0 _ _ _ e-'' SELF CLOSING DOOR U OOD,STEEL OR 20 MN. RATED GARAGE `" E.F. 50 «- - # USE 1/2' GWB OWARM AND STRUCTURAL WALLSN(I) LAYER 5/5 TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2 GWB i co 210x5 EKED 0 SH 1. NO DUCT OPENINGS IN GARAGE. P! RG'H 0 r DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAG STEEL. r" 16/0 x 8/0 O.H. DOOR 16'-3' RA. L •: NO 1.5 1 TH .ING A TO BE CHES ; SHOL 'EXIT' D••- LOWER T --• TOP (R3113.1) AN OF itt :W o 4 - BLUE 18 AWG TRACER WIRE MEETA_ WATER SETRVICE PIPING PER UPC 604.9 9'-6' 2'-4 / 19'-0' / 2'-5' 3'-1 4'-9' 6'-3' 30'-0' MAIN FLOOR FLAN I/4"=11-0" MAIN 1=LOOK: UPPER FLOOR: TOTAL: GARAGE: FRONT PORCH: 1244 SO. FT. 5s8 SO. FT. 2502 SQ. FT. 511 50. FT. I5Q. FT. WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES COPYRIGHT 2010 Landmark Design 'no. ALL RIGHTS RESERVED GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOUIERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DUELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. «SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. R3I5 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11 , SULATE ALL WATER PIPES PER UPC SEC 312.6 INIMUM R-4 INSULATION 12. ALL DUCTS 1 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R30352. 14. GAS PIPING IS TO BE PROTECTED PER G24151, WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN I-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 1 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES IS. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 1 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) Il. DRYER DUCT SPECIFIED LENGTH PER SEC I-11502.45Y THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(I0.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE MI502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402A.1.1. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. ExcErTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. E =ME D e 100 SQ INCH TRANSFER GRILL REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION RECEIVED TY OF TUKWILA MAR 1 4 2018 ERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2L Date: 3-1-18 2 101-0' 6x6 P.T. POST W/ P8 BASE ON 30"x30x12' CONCRETE FTG. WI 3-04 BARS E.W. . .1 %. N. I \ \\ 4' CONC. SLAM OVER 4' COMPACT SAND AND GRAVEL 'BASE *4 BAR8 5 ._ • 5'-4' 5'-4' ' 18' 0.0 ..... I I **.X Typ. ' • iol _......_% I ..._ 07 I a 0 1., -B1' . si• 5'•51" CONCRETE 365(36'x8'' .u/ 4-04 EACH BARS FTG. WAY 5 - il g i --• -I • 0 (E X -- 44 9 41-4 6 _4 4'-3 S2 ' 2"- 12 AIL. - * 305(3050" 410 CONCRETE FTG. WI 3-04 1341=8. EACH WAY CIRAWL.SPAGS - is*. Iol 2'-11 2'- 2'- l 2-2i. 2'-* 6 MIL VISQLEEN 1-ROUGHOUT LAP 4. SPLICES 3' VAPOR CRAWLSPACE 12'. (BLACK) 51. 1 BARRIER 3'-6' 2' ' 4111111 .411% XI • mit J8T.e le 0.C. I 3)3 HIGH DENSITY W =.-_-. .... - 1011k 414 .., glif 41111k 111111. vii5-' LOY ..... 0 liir -mar- \ ------ 1120 z \ ....--- ----_------ .,,---,--- )k TO \\I ._,,- - MIN , ACCESS 181X241 e 11 / 1 * IA .. NW l .. - • \ \ 1 lir s •I'AIIV' VIIIPPV ,\,.„..----"a r irt OVER 4' COMPACT SAND AND GRAVEL SASE SLOPE --E% >. 3' TO DOORS 48."x48'xa' —IJ 1 1 - _+I I_- I I ONIC- it FTG. 4-7- I w/ 5-04 BACRS EACH WAY 365(36"x8" CONCRETE PTG. 4-04 BARS • 0 4 -EARS Is' I O.G. 4x4 W/ ON CONCRETE . PT. POST PE3 13AZE 241x24'x12" FTG. .0 • • ..11 wr EACH lUAY I 4' OVER SAND AND CONC. SLAB 4' COMPACT GRAVEL BASE 11•1 • 6 1'> 16/0 x 8/0 O.H. DOOR 16"-3* . ill 4' CONG. SLAB PREVENT WOOD TO CONG. CONTACT WI CONT. FLASHING OR APPROVED MEMIBRANE STUB !BARS INTO CONG. SLAB O.C. 30' -0' FouNr;ATI oN FLAN 1/4".ii-o" COPYRIGHT 2011 Landmark Design Inc. AI-1 RIGHTS RESERVED / REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 8 2010 City of Tukwila BUILDING DIVISION 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. '""Staaiam 4' 0 SCHED. 40 STL. 'BOLLARD 4-3/8"X3' ANCI-10R BOLTS (SIMPSON TITAN I4D OR EQ) 4' CONCRETE SLAB 3/16 M4FM 114%%egki%) 't 1/2' X 8" X 8' SIDE VIEW • TOP Val) VEHICLE IMPACT BARRIER DETAIL /16 • FOUNDATION NOTES: I. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO SE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL *2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. Es. FLOOR JOISTS SHOULD SE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. 'CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. O. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRAPE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT WICONT. FLASHING OR APPROVE MEMBRANE. II. 1 INDICATES 'SIMPSON' HOLDDOU.N. 12 ./ • SEE SHEARLUALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SI-IT SID). NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 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. VENTIL4TION USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 if S2E SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS IREQ' RECEIVED crry OF TUKWILA MAR 1 4 2018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2L Date: 3-1-18 3 ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMIED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL WAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF I/I6' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENNGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF I/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. RS0E22 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE I/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS APPLIANCES IN ATTIC NOTES: FER 2015 IRC MI305.I3 I. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: I. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.I. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 3S. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2xI2 PLATFORM WI 2-LAYERS 04' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (I -LAYER OF R-38 HIGH DENSITY (10-1/4') 4 I -LAYER R-1I (3-I/29. 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH DIET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(I) 4 150133(2) FOR FAN SIZING AND RUN TIMES MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES TRUSS SPECS FOR DETAIL R CONT. PBL. TOP PLATE yyR-IO RIGID INSULATION (SH ED AREA) E OP WALL KING, STUD EXTERIOR PLYWOOD TRIMMER HEALER/INSULATION 3. TAIL NTS 4x10 31'sxS1/2 VL / / / / / l///////////L/1//// L J S4%E1 MAX 4R 0l13 arzzrzrizz VAULTEDD CLG L NE 4 MI 'x°0' ATTIC PER IRO 801.1 PRO ICE 222'X3 '' F VIANCE L VAULTEIp CLG LINE DSCS GIRDER TO TOP PLATE 4/ 82•0 ROOAM I NG FLAN I/4" =11-O" • 2.0 / / / 12 O.H. MANF. TRUSSES 4924'OD. 6X6 PT POST W/ ECCQ CAP PIS BASE SOFFIT AND INSULATE AT COVERED PATIO ROOF OVERFRAME NOTES: IRE SEC R8023 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THE SHALL BE A 2x VALLEY OR HIP RAFTE NOT LESS IN DEPTH THAN THE CUT RAFTER (FULL COVERAGE A,>`' u GE VALLEYS). THE AND ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRE SEC. R801.1. *ACCESS HATCHES OR DOORS SHALL BE UEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRE SEC. RE06. ALL FRAMING TO COMPLY WITH IRC SEC R802.' A REFER TO SHEAR WALL SCHEDULE. 4X4 PT POST WI EPC,Z CAP 4 PB BASE LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 FRAMING NOTES: L ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ Ed NAILS a 24' 0.C. NAILED TOP 4 BOTTOM STAC{FIED EA SIDE. 2. ALL I-EADERS � T1O 13E 44) DF 02 U1LESS NOTED aATED pUJ/ SRRIGID IN tgONWALLB TO 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHER LASE A REFER TO SHEAR WALL SCHED. (3) 2 - 1/2x12GLB LSTA24 - BEAM TO TOP PLATE LSTA30 - HDR 4 SILL TO 3x BLOCKING. S/82.0 31/2xIIt LVL'�. Allr A' I/t// /l/fl/I)// O m 0 4)0 0 X• n .51/2rI5tLB (6) 2.c (3) 2 • 51/2 x 2 BEARI DBL. JOIST WALL B RING LL LUS 210 54 x 114 LV CANTILEVE 4xI2 _ S!GONO FLOOR RAM I NG FLAN AN 1 /4"=1'-O" A Al REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE COPPER STUD bJ IG�� - BEARNG OR EXTERIOR WALL NOTCH 25%, !WRING 40x. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED CITY OF TUKWILA MAR 142018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2L Date: 3-7-18 4 2x6 +2 DF STUDS • 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) I6d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS HORIZ AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. 4e' TYPE 'X' GWB APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED lit' CUP -HEAD DRYWALL NAILS W/0315' SHANK PIA 4 14' HEAD DIA. SPACED 8' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED W/(2) COATS OF GYPSUM COMPOUND. A MN. 2' PAPER PLASTIC OR FIBERGLASS TAPE MUST BE EMBEDDED IN FIRST LAYER OF COMMPOUND OVER WALLBOARD JOINTS. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD 7(6' LPeFLAi'1EBLOCKeFIRE-RATED OSB SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS WA' 6d COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' 0.0 IN THE FIELD. 51/2' THICK NOMINAL 3 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD STUDS, CROSS -BRACING 4 TOP/BOTTOM PLATES. WEATHER BARRIER FASTENED OVER THE SHEATHING USING SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: I. FIBER CEMENT BOARD 2. TI-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC-ES REPORT - ESR-1365) WALL TYPE 4.3.4 - I HR EXTERIOR WALL ASSEMBLY EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE MIN. 6X6 PT POST 7(c' LPeFLAMEBLOCKeFIRE-RATED OSB SHEATHING OR %' TYPE 'X' GUk3 SHEATHING DING OR TRIM PER PLAN NO WALK, POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE UJ/ IN 3611 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN 7(6' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' CV PROPERTY LINE PER IRO 302 4 TABLE R302.I No SCALE STAIR NOTES: PER IRO R31L1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM • ALL USABLE SPACE UNDER STAIRS TO PE I HOUR CONSTRUCTION. • MA)0111 RISE TO BE 1-3/4'. • MINIMUM RUN TO BE 10'. • MMIMiM HEAD HEIGHT TO SJE 6'-e'. • MI IMI STAIR WIDTH TO BE 36'. • PROVIDE CONDMUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST 17CtED BEYOND BOMMOM 1READ. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES MIN. 36' HIGH 1W CLEAR SPACE PER R3121J AND R30.12 HANDGRIP PORTION OF HANDRAIL SHALL 13E NOT LESS I V4' NOR MORE %AN 2' N CROSS SECTIONAL DIM • UJNDING TREADS FER IRO R3IL1321 • SPIRAL STAIRS PROVIDEMNI V1'RUN•Apow E' FRO.1 UNERE TREAD IS NARRCUEST PER IRO R311.1.I0J CCNT. HANDRAIL 34'-36' ABOVE TREAD NOSING. PICKETS PER IRO ON OPEN SIDE I' PT RISERS P.T. 2X12 TREADS TO S 36Sapc36' �- - E T RIOR HL9l3 •_ \\\�/� SAL STAIR DETAIL AND NOTES 4' SPHERE SHALL NOT PASS THROUGH 4 .C. HANDRAILS WILL DE RETURNED OR SHALL TERIMATE IN NEUEL POST OR SAFETY TERMINALS PER IRO R31LT82 HANDRAIL TO EE PRESENT ON ON AT LEAST ONE SIDE OF STAIR WANDGRIP VEEC PORTION CIRCULAR CR HANDRAILS CF AV MN. 4 2' MAX. EDGES SHAD. HAVE A MM. RADIUS OF Ve. ALL REQUIRED GUARDRAILS TO OE 36' MN. IN HEIGHT. OPL'NNGS FOR REWIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SREkE 4 IGES (Ehe) TO PASS THROWN FER R 1213 NOSMI IMAX DECK JOISTS PER PLAN FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAr 'RED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES ANPPPROVED MATERIAL O RESIST RT EEFRE PASSSAAGE OF FLAME AND PRODUCTS OF COMBUSTION. —lc° I HOUR R SISTIVE r7!TIAlJ S ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. T?-)NS2SZS?S OOR ION: T. LYUJOOD SUB-FLR D 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) y n/ifj/i/Ilititatigilitililitnj/i/I/iYtfilili/i R-SO INSULATION GARAGE USE I/2' GWB ON ALL WAR-1 AND STRUCTURAL WALLS. (I) LAYER 5/8' TTt-'J= 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GLUE STUD NOTCHING AND DIRt �i - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARNG MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. .r 51 12 S11)PY ROOM 2 TYP. INT. WALL (2)2x4TOP E 1/2' GUM 2yx4 O.C.STUD • IS' 2x4 1307. fE I5 S 24'O.C. JEST MMTTLa. HANGED AT EA. STRINGER 3-2)Cl2 P.T. STRINGERS 6' SPHERE UNABLE TO PASS THROUGH OPENING MOW STAIR INSTALL LS' GILD • CEILIlIG, AND WALLS (3) 242 6TR 43ERS FIFE EIACK243 • MAD -SPAN Alp N STUD WALLS ALONG Alp N am mmi STRINGERS F AREA OVER STAIRS IS UNFNISIED INTERIOR NO SCALE COMPOSITION ROOF WI 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R3052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES WI A MIN. 2' OVERLAP. MAL22 1t Ul)UC)+ )UIJI)U99UUUU[IMQ)Ut ll22,24.2222 22.24.4V )t X UTILITY KITCHEN FLOOR CONSTRUCTION; 3/4' TOG PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) \ 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CR4WLSPACE. LAP SPLICES 12' MN. SUlL I N6 SECT I ON 3/8"=1'—O" NOOK HIbH DENSITY R-38 INSULATION GRAWLSPAGE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED YAW THI1/TEMAYER, R-SO INSULATION 4' BARS IS' O.C. 2x SCREENED EAVE VENT BLOCKS W/(4) 21,0" HOLES EACH - PROVIDE ArrROVED INSULATION BAFFLE TO ENSURE I' MN. AIR SPACE. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS • 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-2I INSULATION WI CONT. VAPOR BARRIER (WARM SIDE) I/2' GYP. BD REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2010 City of Tukwila BUILDING DIVISION 4' CONCRETE SLAB SLOPE TO DRAIN GRAD TIGHTLINE FOUNDATION DRAIN: 4' PIA. PERP. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC 1-4 RECEIVED CITY OF TUKWILA MAR 142018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3, Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: L2-2802-2L Date: 3-1-1S 5 UPPER FLOOR ELEGTR I GAL 1/4"=1'-0° �__ LIGHTS F=== I10V Lei 0 S.D. L F \T i / CLG OUTLET N \ / MAIN FLOOR ELECTRICAL 1/4"= I'-0" INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE CF ILLUMINATING TREADS AND LANDINGS To LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303,S IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING CF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM TIE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO SMOKE ALAIc-T1- CARyyB�GON MONO. DET. IBACKIJFBATtERY CABLE T.Y. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBB EXT. FAN VTOS S, O( V RECEIVED CITY OF TUKWILA MAR 142018 'ERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, Plan No: L2-2802-2L Date: 3--f-18 6 100 ENER4L S-RUGTURAL NO ES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, K. = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se = 1.5 - IBC FIGURE 16133(1) Son= 1.0,1E=1.0,R=6.5 Ce = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM Pc = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% t1.5%o BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL SE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-6I5. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (S AND SMALLER) 2" (.6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DF'2 OR BETTER 2x FRAMING HF'2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI). FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS DLO. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Po = 2,600 PSI, E = 1,900jd00 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH N NER-481 OR CCMC REPORT NO.08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Sd a 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" O.G. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40R0) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" QC. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" 0G. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHNGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE N ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFOR1 TO THE NTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER SNEER WALL SCHE UL MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX Sd a 6" 0C. 5/8" a 60" O.C. Qall = 230 PLF A OR 0515 1/2" CDX ad e 4" O.G. 5/8" a 32" O.C. QaII = 350 PLF 0% OR 0513 1/2" CDX 8d 0 3" D.C. 5ie" a 16" O.C. Qall = 450 PLF OR 058 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS Rj SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" D.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM 4153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" D.G. STAGGERED. 4 x 1m 3x L J UPPER FLOOR A = 1,558 SQ FT LSTA24 - BEAM TO TOP PLATE ® 51 xII4xLVL �` 4x@ LSTA30 . I4DR 4 SILL TO 3x BLOOGND. (TM. 2 PLANS) LSTA30 - HOR 4 SILL TO 3x ISLOO4146. CIYf? 2 PLACES) 3V" x 1114 LVL_- 5Vi x 12 2LB MAIN FLOOR A = 1,244 SQ FT /C\ A = 311 5Q FT 5Vi x IS GLIB 4x12 LSTA24 - BEAM TO ,ITOP PLATE 5V4x0V4LVL STEPPED FOOTING DETAIL MSTC4014O1DOU . ALIGN WITH EMBEDDED. 5114D 1YPE HOLDOUT BELCU SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR CN =O WON MEMBER OR BLOCK1P S1 EATHNG 4 NAILING PER PLAN. MATCH WALL ABOVE UNA. NISH GRADE 6'-0" MAX I6d a IS' O.C. SOLE PLATE NAILMG. 54' SUEFLOOR (3) Sd JOIST -TO -TOP PLATE UNO. MANTAN M Iti" END DISTANCE. 2x6STUD a16'O.CUSE DBL STUD • ENDS OF SHEAR WALLS 4 I4OLDCUN8. 10' 0' 2x NAILER AND PT SILL tat 4g"tom ANCHOR EOLT43'x3"x4' WASFER AT 5'-0' O.C. UNA. (ALT. MASA a 48" O:C.) STHD TYPE HOLDOUN PER PLAN. "4 BAR 10"O.C.-WORM •4l_BAR a Is" 0.C. - VERT. '-4" CRIPPLE WALL WITIH BACKFILL FOUNDATION myp,y'•1.-a FNISH GRADE RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2018 City of Tukwila BUILDING DIVISION COPYRIGHT 2016,, SEGA ENGINEERS o co I 1) JOB 11-0Vo 1/2" RATED SHEATHING Sd a 6" 0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) Sd. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING HI FRAMING ANCHOR EACH TRUSS. USE H10-2 AT DBL TRUSS. TRUSS PER PLAN DEL 2x TOP PLATE. LAP SPLICE 4'-0" MN. 4 NAIL w/ I6d a 6" 0.C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: 1" • P-0" 112" RATED SHEATHING Sd 0 6" 0.C. (4" O.C. e SIN)\ DEL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d e 6" 0.G. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. A35e48"0.C. (USE 24" 0.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR a 48" 0.C. SECURE w/ A34 EACH END. 1 1 2x FRAMING PER PLAN. (HEADER a SIM) ROOF FRAMING 6 GABLE END SCALE: 1" • P-0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE Sde4"0.C. 2x BLOCKING w/ I6d a 8" O.G. 1/2" RATED SHEATHING RAPPER OR TRUSS PER PLAN wl (2) 8d TO 2x BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 1x BLOCKING w/ (2) Sd TO STUD EACH END 2x STUD PER PLAN LOWER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • P-0" 1/2" RATED SHEATHING w/ 8d a 4" 0.G. TO FRAMING DEL 2x TOP PLATE. (BEAM AT SIM) 2x STUD (NOT a SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: 1" • P-0" MSTC HOLDOILN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIM) SOLE PLATE NAILING. USE I6de16"0GC.MIN. SOLID RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN.11i2" END DISTANCE SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" • I'-0" 2x JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMNG PER PLAN. (BEAM AT SIM) Sd a 4" O.C. 34" SUBFLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR AT 6" Q.C. TO TOP PLATE. FRAMING AT INTERIOR SHEAR WALL SCALE: I' • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 'SIMPSON' HOLDOILN PER PLAN 16de4"0.C.SOLE PLATE NAILING. 8d a 6" 0.C. UNO 34" SUBFLOOR 01ST PER PLAN LUS210 HANGER BEAM PER PLAN SWEAR WALL FRAMING AT FLUSH SEAM SCALE: 1" • P-0" 1/2" RATED SHEATHING 4 NAILING PER PLAN. 16d a 8" O.C. SOLE PLATE NAILING. SOLID RIM JOIST 344" SUBFLOOR JOIST PER PLAN SWEAR WALL FRAMING AT BEAM SCALE: I. • 1'-0' 8de6"0.C. SUBFLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) ad TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 4x4 PT POST (4x6 AT SPLICE) NAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) FTG PER PLAN FINISH GRADE FA 18" MN. 12" MIN. FLOOR FRAMING AT CRAWL SPACE SCALE: 1" • I'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 1f/ TRUSS PER PLAN. Is i 11111 LUS HANGER BY JOIST PER PLAN LUS 210 HANGER EEAM PER PLAN TRUSS SUPPLIER I6d a 8" 0.C. SOLE PLATE NAILING. 8d a 6" 0.C. UNO ._3/4" SUBFLOOR SHEAR WALL FRAMING AT BEAM SCALE: I" • 1'-0" DEL 1x TOP PLATE HDR PER PLAN. TRIMMER STUD(S) KING $ LSTA STRAP PER PLAN (TYP). 2x SILL PLATE 3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) 1/2" RATED SHEATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" • I'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 114 WASHER PER PLAN OR SCHEDULE. USE 3/84 a 60" O.C. MIN. 6" MIN. FINISHGRADE OR SLAB ON GRADE STHD HOLDOU.N PER PLAN II_ 6" 8" 1'-4" 2x STUD PER PLAN. USE DEL STUD AT END OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MN. 6 MIL VAPOR BARRIER 04 BAR - HORIZ. '4 LEAR a 24" 0.C. - VERTICAL 4 BAR CONT. FOUNDATION AT SLAB ON GRADE SCALE: 1" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD s ENDS OF SHEAR WALLS 4 NOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MN. (NOT a S.O,G.) FINISH GRADE 12" AX. (S.OA a SIM.) 1'-6' MIN 2'-6" MAX. 16d a 16" O.C. SOLE PLATE NAILING. 34" SHEATHNG ANCHOR BOLT w/ 3"x3"x144" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGJISE 4'8". AT 60" 0.C. UNO. 2x PT SILL STI-ID HOLDOWN PER PLAN. '4LBAR 024"O.G.-VERT. 8' 1'-4" FOUNDATION AT CRAWL SPACE '4 BAR CONTINUOUS SCALE: 1" • P-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 10'-0" MAXIMUM REVIEWED FOR---STHDI4 CODE CJMPLIANCE APPROVED APR 18 2013 City cf Tukwila BUILDING DIVISION TOP OF STEM WALL ELEV. VARIES HOLDOWN UNO. 16" MINIMUM NAIL SHEATHING TO HDR w/ 8d a 3" 0.G. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS 16d AT 3" 0.C. (2) 2x STUDS (TYP) 4x BLOCKING a MIDDLE 24" IF REQUIRED. 11/2" RATED SHEATHING (24/0 EXP 1). NAIL w/ (2) ROWS Sd a 3" O.C. AT PANEL EDGES. (2) 2x PLATE. (N,.ECEIVED SHT'G TO EA 101(1EP TUKWILA MAR 1 4 2018 PERMIT CENTER 2x PT SILL (2) 343"4 ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 14" GALVANIZED iE WASHER FOUNDATION PER PLAN. MN. 8" THICK STEM WALL w/ 04 BAR HORIZ TOP 4 BOTTOM. PORTAL. FRAME PANEL SCALE: NONE COPYRIGHT 2015, SEGA ENGINEERS 4) a� S2 0 o m 0 • m JOB 11-016 �,%