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Permit D16-0341 - CARY LANG CONSTRUCTION - NEW SINGLE FAMILY RESIDENCE
CARY LANG ALLENTOWN 1251550PLS DI 6-0341 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0179002860 12515 50TH PL S Project Name: CARY LANG - ALLENTOWN COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D16-0341 1/24/2017 7/23/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: NGUYEN SINH & HUYNH LAN 2665 RENTON AVENUE S, SEATTLE, WA, 98144 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Lender: Name: CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH 377 SQ FT ATTACHED GARAGE AND 128 SQ FT OF COVERED PORCHES Project Valuation: $371,809.42 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $49,497.48 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: YesPermit Center Authorized Signature: Ii/i1f(t») Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Z er. , Date: c-7/(7— This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: ***PUBLIC WORKS PERMIT CONDITIONS*** 38: 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. 39: 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. 40: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 41: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 42: 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. 43: 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. 44: 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. 45: Any material spilled onto any street shall be cleaned up immediately. 46: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 47: 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. 48: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 49: 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. 50: 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. 51: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 52: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 53: 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. 54: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 55: 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. 56: 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. 57: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit Cxx-00xx. Fee based on two new single family residence including house under Building permit no. D16-0340. 59: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 60: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 61: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 62: 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). 64: 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) 65: 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) 66: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 63: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 67: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 68: 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 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 0179002860 Permit Number: Address: 12515 50TH PL S Applicant: CARY LANG - ALLENTOWN Issue Date: Permit Expires On: D16-0341 1/24/2017 7/23/2017 DESCRIPTION OF WORK: CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH 377 SQ FT ATTACHED GARAGE AND 128 SQ FT OF COVERED PORCHES METER #1 METER #2 METER #3 Water Meter Size: Water Meter Type: Work Order Number: Connection Charge: Installation: Plan Check Fee: Inspection Fee: Turn on Fees: Subtotal: Cascade Water Alliance (RCFC): 1" PERM 21640137 $100.00 $950.00 $10.00 $15.00 $50.00 $1,125.00 $6,005.00 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. pi cP-03411 Project No.: Date Application Accepted: Date Application Expires: 1? -13`( 10 —3 `(-1 (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 0i -7-7002e 6 0 /25/5- soca F1 S.-j"'L4(4_w;1.4- PROPERTY OWNER Name: Address: / City: �oIesr !tt, fryState: WA_ Zip: 9/ 3 (�v Name: ( /r'7 , 6 �� Address: (� City: State: City: Phone: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: / City: �oIesr !tt, fryState: WA_ Zip: 9/ 3 (�v City: State: Zip: Phone: Fax: Email: %/ GENERAL CONTRACTOR INFORMATION Company Name: (14,_,./ te;•r1 y co NSG. „ Address: 2 99/5- y //2 15cJ ,? C , / City: �oIesr !tt, fryState: WA_ Zip: 9/ 3 (�v Phone: 6---gf23 .cs .gax: Contr Reg No.:ce.c4g 6.6 O.4-OL"p Date: 9/2,6/ Js / Tukwila Business License No.: Qcfci '6 ' L ARCHITECT OF RECORD Company Name: Se 4., q f,d Company Name: Address:2v93 9 2,12 sE � ��' p / City:' j State: . B��r� �;u�� 14 4, Zi p:910/n. Architect Name: Email: Se,9 epi9in_eoria Corry' cesT. AJGr Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Se 4., q f,d Engineer Name: /_wt, Address:2v93 9 2,12 sE � ��' p / City:' j State: . B��r� �;u�� 14 4, Zi p:910/n. Phone:0_!o Fax: Email: Se,9 epi9in_eoria Corry' cesT. AJGr LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: --ed- «yv� 6,,..,-,;" 5---ed- Address: Address: City: State: Zip: H:1Applications\Potms-Application On Line12011 ApplicationsCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bit Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): d r.„57 2,, T Ne) Sit0 /e P -e5 1 Fa "A 1 DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1" floor �� 2°d floor 5 0 Garage F1 carport ■ 37 7 7 Deck — covered pg uncovered 0 / 2_5 Total square footage leg 647_____1;2 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 7000 Value of mechanical work fuel type: 0 electric /� �/ gas / furnace <100k btu / appliance vent / ventilation fan connected to single duct / thermostat / wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: W-7) D Value of plumbing/gas piping work $ / J '' . bathtub (or bath/shower combo) bidet / clothes washer 1 dishwasher floor drain _ shower 5 lavatory (bathroom sink) / sink 3 water closet / water heater (gas) lawn sprinkler system 3 gas piping outlets H:\ApplicationsWorna-Application on Line12011 ApplicationslCombamation Permit Application Revised 8-5-11.docx Revised: August 2011 bit Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 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 ❑... Water District #125 0 ...Letter of water availability provided S WER DISTRICT ..Tukwila 0 ...Sewer use certificate 0 .. Highline ... Valley View 0 .. Renton 0—Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ .,.Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way. ❑ -. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ -or- Non Right -of -Way.. 0 ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water 0 ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Mailing Address: Day Telephone: WATER METER REFUND/BILLING: Name: Mailing Address: City Site Zip Day Telephone: City State H:\ApplicationsForms-Applications On Linen! I ApplicetionslCombination Pcnnit Application Revised 8-9.11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWJ ER OR AUTHORIZED AGENT: Signature: LLQ-- `�'� C�z.- Print Name: Day/Telephone:f Mailing Address: 2- 9 9/ - 2- 4( 6 j4-1 e j w Fede,- '9?2-3 Date: 2-///6 6 H:Mpplications Penns -Applications On Lin¢12011 Applicationa\Combinetion Permit Application Revisal 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATL PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION r PW may adjust estimated fees , PROJECT NAM / Z5 5 /� � PERMIT bt(G3'+I C't4,2G If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 13- '%dioAtit,'"/A-0; 1Cop,/ 5. Enter total excavation volume •` cubic yards Enter total fill volume 1(9 cubic yards r $ ale i) (4) 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 00 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/15/16 bi‘2,o3Lti RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees a„ V 6. Permit Issuance/Inspection Fee (B+C+D) $ (6) 7. Pavement Mitigation Fee $ (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. $ 23 (8) QUANTITY IN CUBIC YARDS RATE y/ 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the ls` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for Pt 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 9 (9) 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* )I2 S D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ Allentown/Foster Pt Water (Ord 2177) $ /01 — �j1 p 612 121;14 Allentown/Foster Pt Sewer (Ord 2177) $ goo 62 (,4 /al Zo ¢ � `l Special Connection (TMC Title 14) $ J D. E. F. G. Duwamish H. (9) I. $ Transportation Mitigation/i.et E) $ ,013 �g Other Fees $ 6)on Os" CAS>r DUE WHEN PERMIT IS ISSUED Total 'A through I $ 377 o5 v �3 3$t+ sg (6+7+8+9+10+11) $ (10) 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 01.01.2016 -12.31.2016 Total Fee 0.75 $625 .i $6005 $6630 1 .i $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/15/16 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $93,639.88 D16-0340 Address: 12519 50TH PL S Apn: 0179002865 $46,855.64 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 8640.237.500 0.00 $6,005.00 DEVELOPMENT $3,862.10 PERMIT FEE R000.322.100.00.00 0.00 $3,857.60 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE CONIBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $221.11 TECHNOLOGY FEE R000.322.900.04.00 0.00 $221.11 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D16-0341 Address: 12515 SOTH PL S Apn: 0179002860 $46,784.24 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN RE /IEW R000.345.830.00.00 0.00 $10.00 Date Paid: Tuesday, January 24, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24614 Printed: Tuesday, January 24, 2017 9:43 AM 1 of 2 rAPMPIrSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY I PAID PermitTRAK $93,639.88 D16-0341 Address: 12515 50TH PL S Apn: 0179002860 $46,784.24 1 INCH $7,130.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,794.10 PERMIT FEE R000.322.100.00.00 0.00 $3,789.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $217.71 TECHNOLOGY FEE R000.322.900.04.00 0.00 $217.71 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 TOTAL FEES PAID BY RECEIPT: R10545 $93,639.88 Date Paid: Tuesday, January 24, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24614 Printed: Tuesday, January 24, 2017 9:43 AM 2 of 2 CMSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT 1 QUANTITY I PAID $5,470.68 D16-0340 Address: 12519 50TH PL S Apn: 0179002865 $2,757.44 DEVELOPMENT $2,507.44 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,507.44 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D16-0341 Address: 12515 50TH PL S Apn: 0179002860 $2,713.24 DEVELOPMENT $2,463.24 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 $Z463.24 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R10024 R000.322.100.00.00 0.00 $250.00 $5,470.68 Date Paid: Tuesday, December 13, 2016 Paid By: CARY LANG Pay Method: CREDIT CARD 08906G Printed: Tuesday, December 13, 2016 12:13 PM 1 of 1 CLL SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit - 6344 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: £A€y IAA T e of Inspection: Xtbi (/tAz- Address: 1ZS1S-- SZ74 Pt S Date Called: Special Instructions: Auk -Ai TA"/ Date Wante 2//7 a.my p.m. Requester: Phone No: 'Ill Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Aoyiv.,‘ Oate: l L7! i 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r` 111 Retain a copy with permit INSPECTION RECORD INSTION NO. e3,-1( 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:ro '7/ - Type of Inspection: 6 ACs iir ,-/A4L Address:A% S ® ►%.. l�I& Da/251r Special Instructions: Date Want>d: 1,/ �atu , p.m. Reque er: Phone No: MApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector Date: �I, �� 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION b16-0311( 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' ct: Tut of Inspection: Address:Date /ZS? fid ,% S Calle Special Instructions: Date Want /"d:_ / 7 � 7 c'3 -m: p.m. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: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 INSP"iN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: C e--( £A Tye of Inspection: O, t PiPi . 6VAL,. Address: 1ZS%S— - 4 PL � Date Called: Special Instructions: Date Wan ed:m 6, 9// 7 p.m. Reques r: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: t GAS A.1crr- lU 4X - %11-- .rWERAce Inspector: b Date: g /7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: CAIN i/&'- Type of Inspection: 11 i L- A14L Address: / 7S- 714 et- Date Called: Special Instructions: . Date Wapt . • f7 a.m P.m. Reques r. Phone No: l Approved per applicable codes. Corrections required prior to approval. \41- COMMENTS: Inspector: A Date w 9/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with. permit IN 114,211 ON NO PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: (_/kms -1 L, W Tyjn of Inspection: A.mw1AiAr4-- �--iAi r -L_ Address:Date Called: Special Instructions: Date n 9 i 7 p.m. Reques r: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector bit.. 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 INSTION NO. b6-- ©3L1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro/ct: Ty sof lnspe tion: Cat/Ale4 ` 4 VI— Address:r Date Call : Special Instructions:•Date Wag `� a.m. p.m. Requeste . Phone No: LL+U Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:c , ,// 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 Projjct: lA44 /Afii - Type of Inspection: 61/0/A176" Address: /SS7S S7114 ez Date Called: Special Instructions: Date Wante �7 a.m. m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:Ab �'W>t 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 BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi6 -030 Project: 0� 4 4-A� A/6- Type of Insp ction: OB keex % cil Address:_ 1aS7 S. Sell Pt, Date Call d: Special Instructions: Date Wte� ! 7 Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 l� -o31-t/ Pr ject: L ^ _ / '" u& --evi Type of Insp tion: ��y� oya-v �_ l Address: tar @1—S 1I al led Specia Instructions: Date Want >d::: , / �I / l % a .r p.rm. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: lnspectorr Date:`/ l/ q -7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit -O34( PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 438-9350/ j Project: y. 6 4-L�- aki Type of Ins ection: Address: v Ft 5* Date Ca led: Special Instructions: Date Wanted: 4-)7-1 7 a.m,/ p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Dater f I 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ct: 04e1'--4 LANZ -A 4i ,v / Type of Inspection: WALL /A % Address: /2ss--coo 14,. g Date Called: , Special Instructions: Date Wante : `Y f �7 C p.m. Requeste : Phone No: Approved per applicable codes. alCorrections required prior to approval. COMMENTS: Mi S51Afo ilusaAried AgeNg 14x-r- hory Inspector: AI) 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 INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr, ject:Type L'Aizy / - Aup:.), %J spection: -iWiiii,J ' Address: /2s7 C77111 PZ - Date Called: Special Instructions: Date Want d: /I Zr/ 3// i a.m p.m. Request r: `! Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /I. 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 ))i6 M03Li1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' ct: 5101 /Ave.,—_./ Type of pection: 1►4'4,y Address: i2SS" PL. Date Called: 'Clay-- Special Instructions: Date Wanted: % # l6/f 7 p.m. Requester:s Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 91YUIhe 4'erikettho l'crlA5i2 PP LJA1 A yxii wtissi� 2/Yr 6 Poz Inspector: Date:4/0 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 P/6 -03,i / Project: Lail Alf -FK Typ of Insp ctio�n::` /� vefi: %-lll 6ca l'" l /fie Ad(Al /7 /5' SQii/tio, DatNoC Special Instructions: Date Wanted: 3-3/- /7 4.o2! p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date: 3 r 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. FelINSPECTION 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 Dku-- 0341 Project: (AIN 1AAr& Te of Inspection: %v�t - 'i K, 44Me Address: t2S/5' s/ %n PL s Date Called: Special Instructions: Date Wanted: 3 Z/ / 7 g -p1. n. Requester: Phone No: .Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 7 >2-1/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 bileo 3q 1 Project: cA,>ey / _ t T ze of Inspection: (/LX/4 - Ji M014A,Jd C4i— Address: /M.-')114 el Date Called: Special Instructions: Date Wanted: 3 z-> / /7 m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: Z / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:T 4 A/ LA..r e of Inspection: S&iEFA-rtl /Alt - Address: t 2s ->s` sow4 a S Date Called: Special Instructions: Date Wanted:i.rt1,. 6//7 p.m. Requester: Phone No: glApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:m 11/1/1 REINSPECTION FEE REQUIRED. Prior to next inspe'ctioFi. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 -o3Li1 Pr. ject: 'A1 -i 46 - Atte�rr�,ad Type of Inspection: tfAtt 51-1 77�/At-be—Ale Address: 1257. -moi m PL S Date Called: Special Instructions: Date Wanted:a.r 3 eo/% 7 p.m. Requester: Phone No: RApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Abietidt1 Date:3 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS'ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Arte - O311 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: e4AY /.-, M -- 4LLEN7bWI Type of Inspection: WierwoR Ii fz: Address: 1 Z.a/5 50 ri+ PL € 5 , Date Called: Special Instructions: Date Wanted: -17-/7 a.m. p.m. Requester: Phone No: piApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 2-i7-/ 7 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 -0391 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr ect: 1 1 1 N'e - II L 641awi:il Type nspection: ,e/-A)be/A./Ars Address: / ZS? s s T Pi_ S Date Called: Special Instructions: . C, ¢ y ,-911-- Date Wan ted 2 %6/'7 Requester. Phone No: 200- /Z 3- 5b53 Approved per applicable codes. a, 7eA.2-7_/7 6.!?5,9m Corrections required prior to approval. COMMENTS: Inspector: SC - 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 Pr ect: CAte4 lf,J - -A1 Ty of Inspec o .�.rnAOty xi.out i 4J WALL Address: IZsIS o774 Pi- Date Called Special Instructions: Date Want a! /% Reque er: Phone No: Approved per applicable codes. ECorrections required prior to approval. COMMENTS: Inspector: Date: >`3/? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 06- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:5-- Pd/ -1— -- Type of Inspection: fi,v1I- 1-- Address:71--4Sr&iZ ,�� Suite #: /7 c-75-s--D17"-p/,S Contact Person: -,t,f Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Kr., Lt 6 -r M-5-7- 1)/i -s - --NA---e.--DE 2 tit/ 2 I-494-65 4c c . 6T L=xoz- 20 0.7 s. .ww S%i../ k l E?Z k_ ae //t'/U- /17 rZovL-ND Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4 Date: `)/2 // 7_ Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: � )—eV. (4 LL Type of Inspectio6_5� 14 t A ( Address:�. Suite #: (2 c( Contact Person: / &(-7ei( '~,tx- 5 Special Instructions: Phone No.: Approved per applicable codes. "Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: '6176/. � T-�— 1•l � -nO ? (;gin 2- 1-(A,e _ AJe ?() Vic. 4? or -I s- i/ - ,i,...._I/ 2 t-1Qa,.d s 30 se. c. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4 5-4-- - Date: "I3) / ! -- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1111,-.2- U2•_/ , .-. r ,It 10L S(0/ Person: ) CZ - gCi0 f ih-. Special Instructions: Occupancy Type: PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:,--- -09-11ti--- .°00-i I Sprinklers: Type of Inspection: S1 //v1/ l L (e VLA Address:Contact Suite #: t2`5 -7C 10L S(0/ Person: ) CZ - gCi0 f ih-. Special Instructions: Occupancy Type: Phone No.: \Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ("7 iz-E-a- ; ( T e,4 -(z. Mri- o, i s /--^__ eY1.!:, ''v , /21,6157-- 1-(&.--21-795 ?O.x 2,0 e ✓e--ri - t— S 6,60 ) n-`71`7 ff`-' 6 0/- , — ./G,,.eD )47y2T VEO 5ei ,plc O2, S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 7-//y) 4- Date: 41/6 /, Hrs.: ! r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 2$0 This project will use the requirements of the Prescriptive Path below and incorporate �C �D FOR the minimum values listed. In addition, based on the size of the structure, the appropriEf number of additional credits are checked as chosen by the permit applicant. CODE COMPLIANCE APPROVED Authorized Representative Fenestration U-Factorb Skylight U -Factor Glazed Fenestration SHGCb,e 1Climate Zones R-Valuea n/a n/a n/a U-Factora 0.30 0.50 n/a Ceilingk 491 0.026 Wood Frame Wall9.n" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall" 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER Each dwelling unit in aresidential building shall_comply. with .sufficient . options. from Table -R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits El 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 greater than 500 square feet of heated floor area but less than 1500 square feet. 0 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. El 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. b ❑ 4: Additions less than 500 square feet: .5 credits I 33/4 Table R406.2 Summary Option Description Credit(s 1 a Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 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 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 El 0 0 0El0 *1200 kwh. 0.5 1.0 0.5 1.5 0.0 3.50 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. "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. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. J‘ For single rafter- or joist -vaulted ceilings, the insulation may be reduced to.R-38. 1 Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 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 L2-2802 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description • Ref: U -factor Contact Information { 0.20 Ref. U -factor Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 POWDER 5 0.28 1 6 DINING 6 0.28 1 8 GREAT ROOM 6 0.28 • 6 NOOK 6 0.28 1 6 NOOK 1 0.28 1 5 NOOK 5 0.28 y . KITCHEN -6 0.28 - 1 5 STUDY 5 0.28 1 5 PLAYROOM 4 0.28 1 2 PLAYROOM 4 0.28 1 5 BEDROOM 4 4 0.28 1 5 STAIR 6 0.28 1 5 BEDROOM 2 4 0.28 • ' MASTER BEDROOM 4 0.28 1 5 MASTER BATH 4 0.28 1 5 BEDRROOM 3 4 0.28 • Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 0.0 5 48.0 1 6 11.48 6 . 1.68 1 8 13.5 6 25.0 1 6 6.30 6 10 1 6 30.0 1 20.0 1 5 8.96 5 5.60 1 3 -4 -6 0.0 1 5 0.00 5 0.00 1 5 0.0 4 6 1 2 0.00 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 2.80 36.0 10.08 48.0 13.44 41.0 11.48 6.0 . 1.68 25.0 7.00 13.5 3.78 25.0 7.00 22.5 6.30 8.0 2.24 20.0 • 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 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 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 0.00 377.0 105.56 Area 0.28 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 0.00 397.0 109.56 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 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 2015 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 2 Heating System Type: OO All Other Systems Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights, Instructions - Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walis (see Figure 1/ Instructions Floors Instructions Below Grade Walls (See Figure/) Instructions Slab Below Grade (see Figure_lL Instructions Select conditioning Slab on Grade (seeFigure 11 Instructions Location of Ducts Instructions Unconditioned Space Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp ',8021 Conditioned Volume 23,817 U -Factor X Area = UA 0.30 � 577; 113.10 U -Factor X Area = UA 0.50 U -Factor X Area = UA 0.026 1 43.45 U -Factor X Area UA No selection U -Factor X Area UA 0.056 27,i 138.38 U -Factor X Area UA 0.025 67„ 41.78 U -Factor X Area UA No selection f' F -Factor X Length No selection F -Factor X Length No selection Duct Leakage Coefficient 1.10 UA UA 46 Sum of UA 336.70 Envelope Heat Load 15,488 Btu./ Hour Sum of UA X 57 Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6X5TX.018 Building Design Heat Load 27,320 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 30,052 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 42,073 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump • (07/01/13) STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-2 November 23, 2016 RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER Job No.: 11-076 Location: 12515 - 50th Place South Tukwila, Washington Copyright 2016, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 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 K2 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 (Vuic) 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, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" 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 '/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 40 psf 48.6 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 imt- E' %'► Oji EJB- aJ= C,sz\L 4 = 1))t" M = (11Z1n(8')2 . q,ur,Pr a PROJECT JOB NO. j� _117, FIGURED BY Gill — CHECKED BY DATE!/ §FIEET2 OF 6v-titr R444 )- (, 1(50PY f boo = 60074 k,1Uz 3'h-gG41 -4 1)7-x11. („1,47 3'/tx VL'" at f ✓ I `11° 4%J1, cOet F C gld)L4Sil) r (Co '0)(2114) —0,,)10'SVIPI)t 41, )= alit/ /4 si/L})Z 4110 '31%LW // J4 t. f `-G - Jim Govk#1i 2 ,41)b u ) b -►r Ci)(scj r) ti00?' (51(4srJT) . _ ( Q,4. pir) C ): = moo' u'Z ` (it -goPi) 1O & Pcr- 1,(o") -(_') (j,s``, (f /71 J"' &sr- (.Pt Copyright 2013, SEGA Engineers 1) 4-4 cfv 3 (,, 1,-**5');(z.:111:irt SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY/9414/DATE / SHEET OF L - Z 802 JOB NO. II _v7 FIGURED BY 'I Zl't-'vl 1 AJLT" —Litr )) ti'1Z- �GaC /Zaa.OtL i3r► Kric1Ftio. //Jo o t w = Cl y+z� s0 71;) t.07S-1" 1. 'r '1' T, C I *�� s jk St 2,g 6.5,SIz� (1,9P') (7c11(0,11!" ( -tt) o, 4S( 10.7°�� i(0�)Z ,1 L33 xlo?;41ti� c40 jz/.7/./1 %atFr K.5 -to jr) t« xx t c414,'i = .56D rel. 614 W L = �, 1-4-_%f-1-)( So PJr') tA00 f (om" t ' (z l 6/(1") ( Z M = C1, `r-) ( 4'1,11o, 04- w)( i-�, : -3/Y/fr �J �Z- /-ss 4-1,0 EX co 45( 1111")Oct`)Lt 41•4i3(054Jh t11 )Z= 7'075X k,41". 14-0 71c4,." .Ftp /?6-L 2. 3 - OP7? e-) Jt � S '14- L-2) 4 4- L)4 /)JP)+/o�''`'Z - ���►' fel ri9,1•- 7 o, 6 /3 (L'� = (� c2_ v iLN Copyright 2011, SEGA Engineers SEGA Engineers PROJECT LZ — ?moo Z.- CA— / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ) N.U- tiPpffiz Hrripaiz__i__..t<rpetrto!7=ti.pv Coomo4 . JOB NO. 1 1 -!C)(, FIGURED BY (— CHECKED BY r_ (D,ST w = C li\Crn = zes,ojz. DATE 0i/6)6/4 //,4 SHEET 4- OF z• -r rt 614 01 -LC 5'611)(_/3.S')Z _ �,�5S,- >e/v 1 fr-L4 73 Govcieco )1-- Or (SoLcoiv) (s-11-.1.Aile0) //.062.14F" J`1 = (/- s /vino/'} L = zz, o � 4� b. I viPr) V); o )t 7Fr Com')C4-if' )4,v 415►L 71)t 7.1s .k/r2 1 11)(C1- 1)Lb q4, %q0 fix,' Copyright 2013, SEGA Engineers NL t;'14 Pt .12 51/4 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 SPS = 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, Ss> 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 = 2_11 ips WIND Design Wind Pressure, ps = Kri Psao Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 0 - 15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 = 1.05 20 ft 25 ft 30 ft 35 ft Kn = 1.00 Section 26.8 pao = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po -15 = (1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) F20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pas = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfro= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1 ft) (18.6psf) =13.8x0.6=8.3kips Therefore, Vs's= (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 F,nof= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ff or= (38.6) (8.6k) = 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 L z -M — Z.6 z II — 7 Le FIGURED BY U ,4-7" DATE' / '/fj SHEET 7OF SHS k A-�€CS/ \j —H \,/4t,L-tI p r = Z,(0d o I j37 S' = S31; \Jr.= ZKfr �t ' i = 435 )„= I°1 `t- z ' _ 4,.1." r(1)1S-01 /441 cif 1-111-1/t- Z 12(-9-0F": (Az = z Zto•� Fz 4-' ' 5)Fr 1,000 );" t- `,L- 2•31 41,.e" � = 4' 3 5°/44,' -10 fl 0'1 3So11' ft•S, Copyright 2011, SEGA Engineers S'ti L ev 7p_ \A �-t fl17 zi Ro 1.s,foeS SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 �y (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE /11 SHEET SHEET /B. OF LZM- 7,go7 JOB NO. ' 1 —07t, FIGURED BY G A.> - S) --/ z \AA s1L 4 C00N� -� ____Ci PA -R 1./* -u_ -- 7 /S, r 23' '0.LG 4sft11'_1 F1 o4?4s, (Pe = 3, a 4Z,"--1 (-777.1(0)(0,4 "r) r . za er ZZ4/z'_ 4Z1114t Sig V -1,4-1,L. 1141- CfP.) )L'o' 4)1+ (. [(nJO 4)1 )j (5' )V°t47'A\1 _ 3,777:Cof //,‘:(oisfe 1-- 3,Z7co/Vb,,5i ` So4f4L II' X g.� (9' B' G' et' 10616 Li- frees Loi r. SN ,z \44 oL ( r `) 49 v.- (L y ') (/d, ) k ).. ( z)u_ci)u..)-P"»L '1(it,,» ')]7- 3, 0 I 7 it 4(i(67- Copyright om' vor Copyright 2011, SEGA Engineers 7)k"--3coo SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. Z/1- 7,601. FIGURED BY G /�- (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S � z \I/►4>k_ ) 71, DATEt / /l SHEETof OF 3, 2-7L4' t- 14 )6 09 (lo, 'F) = 40)36g)4/ ¢(o )---1,S1-///S1 = 3� /,o4(7 °/, 3 Copyright 2011, SEGA Engineers = 4 v. l'( -'t J, 44" 34-ipoz )s1.= z 3 to p tit is' N -zc, g2 71,1)n /4,2-r SEGA Engineers /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 SHEAR WALL KEY PLAN A MOO - • • eu TO a (TTP. 1 1A24. CEN1 TO TOP PLATE II -016 FIGURED BY GAT CHECKED BY DATE 0I/08/I4 SHEET 10OF 10 UPPER FLOOR A • 1,558 SO FT .OMER TOP PLATE MAIN FLOOR A • 1,244 SQ FT o T A A • 311 SOFT 0 0 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) I> 1/2' OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf CDX /� 1'/2' OSB or 8d @ 4" o.c. 5/8' @ 32" o.c. Qall = 350 plf CDX 1/2' 5/8' c;� OSB or 8d @ 3" o.c. @ 16" o.c. Qall = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction Notes: All walls designated " >" 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. 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 loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. -- Re: B1605667 tax lot 0179002860 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: K2641953 thru K2641968 My license renewal date for the state of Washington is May 16, 2017. December 6,2016 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER Baxter, David 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 (0 1 responsibility of the building designer, not the Truss Engineer, 1 0 3,i per ANSIITPI-1, Chapter 2. la., Job Truss Truss Type Qty Ply tax lot 0179002860 • K2641953 B1605667 A01 GABLE 1 1 Job Reference (optional) PrrBuild Arlington, y1-7-14 6-6-0 1-7-13 6-6-0 0 YI 0 Arlington, WA 98223 11-0-0 1 14-0-0 20-1-15 4-6-0 3-0-0 6-1-15 4.55 12 13 12 15 3x6 % 14 11 1 26-6-0 6-4-1 18 19 5x6 = 20 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:43 2016 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 41_NuPvH9to54yPyl_bu?cyywpX5xMJrYZXCFayBk7U 32-10-1 39-0-0 44-0-0 47-6-0 53-0-0 514-7-1 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 21 22 Scale = 1:94.6 75 74 73 72 71 8x8 2.00 12 70 69 68 66 65 64 63 62 61 60 59 58 57 67 8x8 8-1-4 15-9-0 20-1-15 8-1-4 7-7-12 4-4-15 32-10-0 56 55 54 52 51 50 49 48 47 53 3x6 = 39-10-0 8x8 12-8-1 7-0-0 1 46 45 44 4340 8x8 = 46-2-4 53-0-0 6-4-4 6-9-12 Plate Offsets (X.Y)- [2:0-7-14,0-0-3]. [2:0-0-14,2-7-7]. [42:0-4-0,0-0-0] 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 0.20 BC 0.04 WB 0.12 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 39 n/r Vert(CT) -0.00 39 n/r Horz(CT) 0.01 38 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 378 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 66-72: 2x6 DF No.2, 47-53,53-66: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 20 -58,19 -59,18-60,17-61,16-62,15-63,21-57,22-56,23-55,24-54,25-52: 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 REACTIONS. All (Ib) - Max Max Max bearings 53-0-0. Horz 2=-128(LC 9) Uplift All uplift 100 Ib or less at joint(s) 2, 72, 47, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 46, 45, 44, 43, 40 except 41=-212(LC 3) Gray All reactions 250 Ib or less at joint(s) 72, 47, 42, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 52, 51, 50, 49, 48, 46, 45, 44, 43 except 2=319(LC 1), 38=320(LC 1), 75=469(LC 19), 40=476(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-329/90, 37-40=-328/90 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 20-58, 19-59, 18-60, 17-61, 21-57, 22-56, 23-55 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/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, 72, 47, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 46, 45, 44, 43, 40 except (jt=1b) 41=212. 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. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 December 6,2016 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 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 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 tax lot 0179002860 ' K2641953 B1605667 A01 GABLE 1 1 Job Reference (optional) PrrRBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:43 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar-41_NuPvH9to54yPyl_bu?cyywpX5xMJrYZXCFayBk7U A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ME -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 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 properly 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641954 81605667 A02 SPECIAL TRUSS 5 1 Job Reference (optional) PraBuild Arlington, 0 VI 0 Arlington,WA 98223 Q7-1� 6-6-0 11-0-0 114-0-0 15-9-01 1-7-13 6-6-0 4-6-0 3-0-0 1-9-0 2x4 20-1-15 26-6-0 4-4-15 4.55 12 2x4 11 6-4-1 5x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:44 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar-YyY161wwwBwyh6_8si67XpVzbDejgeg?nDGIn1yBk7T 32-10-1 39-0-0 44-0-0 1 47-6-0 53-0-0 514-7-13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 2x4 I I 5x8 5x12 2x4 Scale: 1/8"=1' 5x16 4x8 11 10x16 MT2OHS = 2.00 ITT 19 8 10x16 MT2OHS = 5x10 = 8x16 MT2OHS = 8-1-4 15-9-0 20-1-15 I 32-10-0 I 39-10-0 46-2-4 8-1-4 7-7-12 4-4-15 12-8-1 7-0-0 6-4-4 10x16 MT2OHS = 53-0-0 6-9-12 Plate Offsets (X.Y)-- [2:0-3-3.Edge]. [2:0-0-14,2-7-7], [10:0-3-12.0-3-0]. [13:0-3-3.Edge]. [15:0-8-0.0-5-8]. [17:0-4-0,0-4-8]. [20:0-8-0.0-5-8] 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 0.84 BC 0.97 WB 0.81 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.7817-18 >815 Vert(CT) -1.3917-18 >458 Horz(CT) 0.49 13 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 297- Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5,10-14: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 19-20,16-17,17-19: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-19,6-18,11-16,10-16,12-15,3-20: 2x4 HF Stud/Std 4-19: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2390/0-5-8, 13=2399/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 13=-91(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=-9039/329, 3-4=-8836/292, 4-5=-4475/126, 5-6=-4401/136, 6-7=-3970/117, 7-8=-4007/182, 8-9=-4007/183, 9-10=-3997/113, 10-11=-4735/146, 11-12=-8679/206, 12-13=-8802/239 BOT CHORD 2-20=-374/8513, 19-20=-217/5765, 18-19=-87/4110, 18-27=0/2921, 27-28=0/2921, 17-28=0/2921, 16-17=0/4310, 15-16=-82/6008, 13-15=-170/8246 WEBS 7-18=-418/119, 6-19=-36/510, 9-17=-476/135, 6-18=-756/110, 11-16=-1996/107, 8-18=-124/1416, 8-17=-126/1416, 10-17=-847/125, 10-16=-7/431, 11-15=-30/3165, 4-19=-2066/160, 4-20=-111/3578 Structural wood sheathing directly applied or 2-1-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. 1 Row at midpt 11-16, 10-17 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) Bearing at joint(s) 2, 13 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, 13. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641955 B1605667 A03 SPECIAL TRUSS 3 1 Job Reference (optional) PrgBuild Arlington, Arlington,WA 98223 7-13 6-6-0 18-4-1111-0-0 1-7-13 6-6-0 1-10-1 2-7-15 20-1-15 26-6-0 9-1-15 4.55 12 4x8 11 2.00 12 10x16 MT2OHS = 6-4-1 5x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:45 2016 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 0867J5xYhV2pJGZLPPeM41187d_pP5v8?tOJJTyBk7S 32-10-1 39-0-0 45-4-0 53-0-0 6.4-1 6-1-15 6-4-0 7-8-0 2x47 II �-` 2x4 91 5x8 10 2x4 2 .07*11 16 15 23 10x16 MT2OHS = 5x10 = 24 14 8x10 = 8-1-4 I 15-9-0 - 1. 26-6-0 I 42-4-2 8- -4 7-7-12 10-9-0 15-10-2 25 26 13 4x4 = 53-0-0 Scale = 1:94.3 12 0 e, Iv 0 4x10 = 10-7-14 Plate Offsets (X Y)-- 2:0-3-3 Edge] [2:0-0-14.2-7-7] [10:0-3-12.0-3-4]. [12:0-1-7 0-0-4] [14:0-4-8 0-4-8]. [17:0-8-0 0-5-8] LOADING (psf) 25.0 10.0 0.0 * 8.0 TCLL TCDL BCLL BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.86 BC 0.98 WB 0.81 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.71 14-15 >894 Vert(CT) -1.2514-15 >508 Horz(CT) 0.36 12 n/a Lid 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400E 2.0E *Except* 16-17,14-16: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-16,6-15,10-13,11-13,3-17: 2x4 HF Stud/Std, 4-16: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2408/0-5-8, 12=2260/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-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=-9132/332, 3-4=-8929/296, 4-5=-4527/125, 5-6=-4453/135, 6-7=-4022/116, 7-8=-4059/180, 8-9=-4116/188, 9-10=-4098/116, 10-11=-5206/157, 11-12=-5597/192 BOT CHORD 2-17=-385/8601, 16-17=-225/5828, 15-16=-94/4159, 15-23=0/2969, 23-24=0/2969, 14-24=0/2969, 14-25=-16/4443, 25-26=-16/4443, 13-26=-16/4443, 12-13=-122/5168 WEBS 7-15=-417/119, 6-16=-36/510, 9-14=-472/133, 6-15=-757/110, 10-13=-11/657, 11-13=-509/135, 8-15=-123/1417, 8-14=-129/1482, 10-14=-904/136, 4-16=-2083/162, 4-17=-115/3614 Structural wood sheathing directly applied or 2-0-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 16-17. 1 Row at midpt 10-14 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 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 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/TPI1 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 tax lot 0179002860 K2641956 y B1605667 A04 COMMON 2 1 Job Reference (optional) PrgBuild Arlington, Arlington, WA 98223 I1-7-11 7-8-0 1-7-13 7-8-0 14-0-0 20-1-15 26-6-0 6-4-0 6-1-15 4.55 12 6-4-1 5x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:46 2016 Page 1 ID fPVdnE_YkwaL30Gt8ugRs7yvar_ UKgVXRxASoAgxQ8Xz69bdEaL31M88dxIEWlssvyBk7R 32-10-1 39-0-0 45-4-0 53-0-0 6-4-1 6-1-15 6-4-0 7-8-0 Scale = 1:92.6 4x10 = Plate Offsets (X Y) -- LOADING (psf) 25.0 10.0 0.0 * 8.0 TCLL TCDL BCLL BCDL 4x4 = 8x10 = 8x10 10-7-14 i 20-1-15 i 32-10-1 1 42-4-2 10-7-14 9-6-1 12-8-1 9-6-1 [2:0-5-0 0-1-14] [4:0-3-12 0-3-4] [8:0-3-12 0-3-4] [10:0-5-0 0-1-14] [12:0-4-8 0-4-8] [13:0-4-8 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 0.72 BC 0.85 WB 0.51 (Matrix -M) DEFL. in (loc) Vert(LL) -0.62 12-13 Vert(CT) -1.0612-13 Horz(CT) 0.18 10 I/defl >999 >596 n/a 4x4 = 53-0-0 10 0 4x10 = 10-7-14 Iv 0 Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 277 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 12-13: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-14,4-14,8-11,9-11: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2391/0-5-8, 10=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-90(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=-5622/188, 3-4=-5245/153, 4-5=-4133/113, 5-6=-4152/187, 6-7=-4146/186, 7-8=-4128/115, 8-9=-5206/155, 9-10=-5593/189 BOT CHORD 2-14=-239/5208, 14-19=-134/4476, 19-20=-134/4476, 13-20=-134/4476, 13-21=0/2999, 21-22=0/2999, 12-22=0/2999, 12-23=-15/4458, 23-24=-15/4458, 11-24=-15/4458, 10-11=-120/5162 WEBS 5-13=-473/134, 7-12=-472/134, 3-14=-514/135, 4-14=-8/658, 4-13=-906/134, 6-13=-129/1485, 6-12=-129/1477, 8-12=-888/135, 8-11=-10/634, 9-11=-503/135 Structural wood sheathing directly applied or 2-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-13, 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; 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) 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, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 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 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/TPI1 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 tax lot 0179002860 K2641957 61605667 A05 COMMON 4 1 Job Reference (optional) PrQBuild Arlington, Arlington,WA 98223 7-8-0 14-0-0 7-8-0 6-4-0 { 20-1-15 21-010 26-6-0 6-1-15 0-10-1 5-6-0 4.55 12 5x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:47 2016 Page 1 ID:fPVdnEYkwaL30Gt8ugRs7yvar_ yXEuknyoD6IXYaijXggg9S7VoQiat4CRTAVQOLyBk7Q 32-0-0 3211011 39-0-0 45-4-0 53-0-0 1 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 Scale = 1:92.6 4x10 = 4x4 = 8x10 = 8x10 = 10-7-12 21-0-0 26-6-0 32-0-0 32-11-)3 42-4-4 10-7-12 10-4-4 5-6-0 5-6-0 0-11-13 9-4-6 4x4 = 1 53-0-0 10 0 4x10 = 10-7-12 Iv 0 Plate Offsets (X.Y)-- [2:0-2-0.Edge]. [4:0-3-12.0-3-4]. [8:0-3-12.0-3-4]. [10:0-2-0.Edge]. [12:0-4-4.0-4-12]. [13:0-4-4.0-4-12] 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 0.78 BC 0.84 WB 0.51 (Matrix -M) DEFL. in (loc) I/deft Vert(LL) -0.4812-13 >999 Vert(CT) -1.1612-13 >545 Horz(CT) 0.20 10 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 290 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 12-13: 2x6 DF No.2 2x4 HF No.2 *Except* 3-14,4-14,8-11,9-11,17-18,19-20,21-22: 2x4 HF Stud/Std WEBS REACTIONS. (Ib/size) 2=2516/0-5-8, 10=2397/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=-5962/0, 3-4=-5585/0, 4-5=-4521/0, 5-6=-4539/0, 6-7=-4532/0, 7-8=-4515/0, 8-9=-5543/0, 9-10=-5929/0 BOT CHORD 2-14=0/5527, 14-27=0/4817, 27-28=0/4817, 13-28=0/4817, 13-29=0/3272, 29-30=0/3272, 12-30=0/3272, 12-31=0/4796, 31-32=0/4796, 11-32=0/4796, 10-11=0/5477 WEBS 5-13=-472/135, 7-12=-471/135, 3-14=-515/134, 4-14=-52/616, 4-13=-876/163, 6-13=0/1647, 6-12=0/1639, 8-12=-857/166, 8-11=-56/589, 9-11=-503/134 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-13, 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; Vult=110mph (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 3) 250.0Ib 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 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 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 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 tmss systems, see ANSI/TPI1 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 tax lot 0179002860 K2641958 B1605667 s A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 11-7-14 1-7-13 VI 0 Arlington,WA 98223 26-6-0 9 5 26-6-0 4x6 12 13 4.55 171-2- 14 15 16 1 18 19 1 5x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:51 2016 Page ID:fPVdnE_YkwaL3OG Bug Rs7yvar_ rIT0a8?JHLpy1B0UmgImKIHCA25PpzN1OoTdX7yBk7M 53-0-0 26-6-0 20 21 22 23 24 25 26 27 28 29 4x6 30 31 33 35 3 Scale = 1:92.2 39 40 5x12 77 76 75 74 73 72 71 70 69 68 67 66 6564 63 62 61 60 59 58 57 56 55 5512 51 50 49 48 47 46 45 44 43 42 41 5x12 54 8x8 53-0-0 8x8 = 53-0-0 Iv 0 Plate Offsets (x.Y)-- [2:0-4-12,0-3-0j [40:0-4-12,0-3-01 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 0.76 BC 0.71 WB 0.11 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.08 59 n/a n/a PLATES GRIP MT20 185/148 Weight: 407 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF No.2 OTHERS 2x4 HF Stud/Std `Except` REACTIONS. (Ib) - BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 21 -59,20 -60,19-61,18-62,17-63,16-65,22-58,23-57,24-56,25-55,26-53: 2x4 HF No.2 All bearings 53-0-0. Max Horz 2=136(LC 35) Max Uplift All uplift 100 Ib or less at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=-2209(LC 28), 2=-2247(LC 19), 41=-107(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 59, 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=2285(LC 39), 2=2328(LC 40), 77=286(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6641/6512, 3-4=-5694/5613, 4-5=-5322/5282, 5-6=-5011/4967, 6-7=-4668/4644, 7-8=-4325/4324, 8-9=-3982/4005, 9-10=-3640/3685, 10-11=-3297/3366, 11-12=-3108/3154, 12-13=-2959/3046, 13-14=-2631/2727, 14-15=-2303/2407, 15-16=-1975/2088, 16-17=-1647/1768, 17-18=-1319/1449, 18-19=-991/1129, 19-20=-663/811, 20-21=-335/487, 21-22=-335/458, 22-23=-663/802, 23-24=-991/1113, 24-25=-1319/1426, 25-26=-1647/1739, 26-27=-1975/2053, 27-28=-2303/2367, 28-29=-2631/2685, 29-30=-2959/3005, 30-31=-3066/3113, 31-32=-3287/3324, 32 -33= -3615/3644,33-34=-3943/3963,34-35=-4284/4283,35-36=-4627/4602, 36-37=-4970/4926, 37-38=-5280/5241, 38-39=-5652/5571, 39-40=-6601/6479 BOT CHORD 2-77=-6006/6213, 76-77=-5212/5331, 75-76=-4875/4994, 74-75=-4599/4718, 73-74=-4292/4411, 72-73=-3985/4105, 71-72=-3679/3798, 70-71=-3372/3491, 69-70=-3065/3185, 68-69=-2759/2878, 67-68=-2452/2571, 66-67=-2145/2265, 65-66=-1839/1958, 64-65=-1532/1651, 63-64=-1379/1498, 62-63=-1225/1345, 61-62=-919/1038, 60-61=-612/731, 59-60=-305/425, 58-59=-305/425, 57-58=-612/731, 56-57=-919/1038, 55-56=-1225/1345, 54-55=-1379/1498, 53-54=-1532/1651, 52-53=-1839/1958, 51-52=-2145/2265, 50-51=-2452/2571, 49-50=-2759/2878, 48-49=-3065/3185, 47-48=-3372/3491, 46-47=-3679/3798, 45-46=-3985/4105, 44-45=-4292/4411, 43-44=-4599/4718, 42-43=-4880/5025, 41-42=-5212/5315, 40-41=-6006/6213 Continued on page 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 tmss 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641958 61605667 A06 GABLE 1 1 Job Reference (optional) PrpBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:52 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ JU1nnU0x2expfLbhKNG?sVgNwRReYQdAcSCA3ZyBk7L 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 20.0psf 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) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except (jt=Ib) 40=2209, 2=2247, 41=107. 10) 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 53-0-0 for 230.0 plf. 11) "Semi-rigid pitchbreaks with fixed 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 MIl-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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 tax lot 0179002860 K2641959 B1605667 B01 KINGPOST 1 1 Job Reference (optional) PrpBuild Arlington, Arlington, WA 98223 I-1-0-0 1-0-0 6-0-0 9-6-0 6-0-0 3-6-0 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:53 2016 Page I D:fPVdnE_YkwaL30Gt8ug Rs7yvar -ngb9?g1Zpy3gGVAtt5nEPjNborq?Ht2Kr6ykc?yBk7K 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]. [3:0-2-14 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/TPI2014 CSI. TC 0.56 BC 0.51 WB 0.10 (Matrix -M) DEFL. in (loc) I/defl L/d 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=-1460(LC 27), 7=-1483(LC 30), 12=-127(LC 27), 10=-148(LC 29) Max Gray All reactions 250 Ib or Tess at joint(s) 11, 9 except 2=1736(LC 24), 7=1621(LC 25), 12=412(LC 1), 12=412(LC 1), 10=401(LC 1), 7=285(LC 1), 12=412(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2721/2417, 3-4=-960/909, 4-6=-1615/1528, 6-7=-2650/2500, 3-5=-423/112, 5-12=-480/96 BOT CHORD 2-13=-2088/2389, 12-13=-2089/2388, 11-12=-1631/1755, 10-11=-998/1123, 9-10=-568/693,7-9=-1991/2115 WEBS 6-10=-379/158 Structural wood sheathing directly applied or 3-4-0 oc purlins. Rigid ceiling directly applied or 3-10-11 oc bracing. 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.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 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=Ib) 2=1460, 7=1483, 12=127, 10=148, 7=1483, 12=127. 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 6,2016 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641960 B1605667 B02 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, n m Arlington,WA 98223 1-1-0-0 1-0-0 4-11-7 9-6-0 4-11-7 4-6-9 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:54 2016 Page ID:fPVdnE_YkwaL3OGt8ugRs7yvar_ Ft9XCA2BaGBXufl3RolTxwvg6FAiOIrT4mhH8RyBk7J 14-0-9 19-0-0 120-0-0 4-6-9 4-11-7 1-0-0 8.00 12 2x4 •� 3 2x4 5 ►_• 8 CB 3x8 = 9-6-0 3x8 = 19-0-0 3x8 = 9-6-0 9-6-0 7 Iv 0 Scale = 1:42.1 Plate Offsets (X.Y)-- [2:0-5-9.0-1-8]. [6:0-5-9.0-1-8] 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 0.26 BC 0.55 WB 0.26 (Matrix -M) 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=-1105/60, 3-4=-822/65, 4-5=-822/64, 5-6=-1105/61 BOT CHORD 2-8=-59/853, 6-8=0/853 WEBS 4-8=-4/501, 5-8=-318/123, 3-8=-318/123 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-2-12 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) Unbalanced roof live Toads 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) 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 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 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/TPI1 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 tax lot 0179002860 K2641961 B1605667 s B03 COMMON TRUSS 1 3 Job Reference (optional) Pr?Build Arlington, Arlington, WA 98223 O 6x18 MT18H - - Special 3-0-12 6-0-12 9-6-0 3-0-12 3-0-0 8.00 12 5x8 3x8 2 12 5x16 II Special 3-5-4 1711 18 Special 8x8 =Special 3-0-12 I 6-0-12 9-6-0 3-0-12 3-0-0 3-5-4 4x8 II 19 10 12x12 = Special 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:55 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ j3jvQW2pLZJOWpKG?VpiU8SzCfTJIaPcIQRrguyBk7 12-11-4 15-11-4 19-0-0 3-5-4 3-0-0 3-0-12 20 Special 12-11-4 5x8 5 3x8 6 �11 11 - 11 9 21 22 8 �. Special 6x18 MT18H 8x8 = 5x16 II Special 15-11-4 Special 3-5-4 3-0-0 19-0-0 3-0-12 Scale = 1:43.5 Plate Offsets (X.Y)— 1:0-3-5,Edge]. [7:0-3-5,Edge]. [9:0-3-8,0-5-4], [11:0-3-8.0-5-4] 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/TPI2014 CSI. TC 0.37 BC 0.65 WB 0.94 (Matrix -M) DEFL. in (loc) I/defl LJd Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.07 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=11574/0-5-8, 7=10829/0-5-8 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=-17842/0, 2-3=-14737/0, 3-4=-11145/0, 4-5=-11146/0, 5-6=-14950/0, 6-7=-18106/0 BOT CHORD 1-12=0/14845, 12-17=0/14845, 11-17=0/14845, 11-18=0/12226, 18-19=0/12226, 10-19=0/12226, 10-20=0/12406, 9-20=0/12406, 9-21=0/15058, 8-21=0/15058, 8-22=0/15058, 7-22=0/15058 WEBS 4-10=0/11963, 5-10=-4784/0, 5-9=0/5530, 6-9=-3158/0, 6-8=0/3269, 3-10=-4510/326, 3-11=-275/5210,2-11=-3119/154,2-12=-101/3205 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) 2244 Ib down and 86 Ib up at 1-0-12, 2244 Ib down and 86 Ib up at 3-0-12, 2244 Ib down and 86 Ib up at 5-0-12, 2256 Ib down and 86 Ib up at 7-0-12, 2256 Ib down and 86 Ib up at 9-0-12, 2381 Ib down at 11-0-12, 2381 Ib down at 13-0-12, and 2381 Ib down at 15-0-12, and 2381 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 December 6,2016 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 andpermanent 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/TPII 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 tax lot 0179002860 K2641961 61605667 B03 COMMON TRUSS 1 3 Job Reference (optional) Pr2Build Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:55 2016 Page 2 ID:fPVdnE_YRwaL30Gt8ugRs7yvar_j3jvQ W2pLZJO WpKG?VpiU8SzCtTJlaPcI QRrguyBk7 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=-2381(F) 12=-2244(F) 14=-2244(F) 17= -2244(F)18= -2256(F)19= -2256(F) 20=-2381(F) 21=-2381(F) 22=-2381(F) 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641962 B1605667 ' C01 COMMON TRUSS 1 1 Job Reference (optional) PrQBuiId Arlington, Arlington,WA 98223 I -1-0-0 1-0-0 6-0-0 8.00 12 6-0-0 4x4 = si 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:56 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ BFHHds3R5tRFlyuSZDKx1L?9y3w4UFrmX4AOCKyBk7H 12-0-0 13-0-0 6-0-0 1-0-0 8 4 r Y Y Y 111111\ 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 (psi) 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 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) Vert(LL) -0.00 11 Vert(CT) -0.00 11 Horz(CT) 0.01 15 I/defl n/r n/r n/a Ud 180 120 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 atjoint(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. - At 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; 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) 16, 17, 18, 14, 13, 12 except (jt=1b) 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 pif. 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. December 6,2016 AWARNING - 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 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 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. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641963 B1605667 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) PrpBuild Arlington, Arlington, WA 98223 0 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:57 2016 Page 1 ID fPVdnE_YkwaL30Gt8ugRs7yvar-gSgggC44sBZ616Te6wrAZZXNNSJYDiAvmkwxlmyBk7G 3-11 8 3-11 8 2x4 II 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 lncr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/defl 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 atjoint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less atjoint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less 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=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 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. December 6,2016 A WARNING - Verity 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 budding 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 properly 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. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641964 B1605667 • 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 Dec 06 08:15:57 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ gSgggC44sBZ616Te6wrAZZXMySIWDiavmkwxlmyBk7G 3-11-8 1 3-11-8 3x4 = 3-11-8 3-11-8 N N 4 M 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. (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 Quide. 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. December 6,2016 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 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 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 tax lot 0179002860 K2641965 B1605667 ` JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) PrgBuild Arlington, Arlington, WA 98223 1 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:58 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 8e022Y5idUhzNG2rgeNP6m4Y7sfpy9g3?OfVHDyBk7F 1-11-8 1-0-0 1-11-8 2x4 II 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) I/deft L/d 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. (Ib/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 Grav4=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=6.0psf; 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 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. December 6,2016 A WARNING - Verify design parameters end 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiT®k` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641966 B1605667 4 JB02 MONOPITCH TRUSS 5 1 0 Job Reference (optional) Prp.Build Arlington, Arlington, WA 98223 1 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:58 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 8eO22Y5idUhzNG2rgeNP6m4Y7sfvy9g3?OfVHDyBk7F 1-11-8 1-0-0 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/TPI2014 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. (lb/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 Grav2=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 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) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 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 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. rY� MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002860 K2641967 B1605667 ♦ JB03 MONOPITCH TRUSS 4 1 •' Job Reference (optional) PrBuild Arlington, Arlington,WA 98223 n Y c -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:58 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 8e022Y5idUhzNG2rgeNP6m4Xisely9g3?OfVHDyBk7F 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 4 M 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) 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. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical MaxJ-lorz 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. December 6,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony 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/TPI1 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 tax lot 0179002860 K2641968 B1605667 a JB04 MONOPITCH TRUSS 1 1 • Job Reference (optional) P oBuild Arlington, Arlington,WA 98223 0 -1-0-0 1-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:15:59 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ cgyQFu5KOopq_Qd1 ELuee_djtG?OhcgCD2P2pfyBk7E 3-11-8 3-11-8 2x4 II 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) l/defl L/d 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 atjoint(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 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. December 6,2016 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BSI MiTek° 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 13/ " Center plate on joint unless x, y 4 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. onal or dia 9 g, 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 1 bracing should be considered. 3. Never exceedthe design loading shown and never s stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building 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 ANSUTPI 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. 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. 15. 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 s ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 r= Dimensions are in ft -in -sixteenths. 114046. Apply plates to both sides of truss and fully embed teeth. �'16 TOP CHORD IL�� 4 p U rl _ For 4 x 2 orientation, locatedesigner, plates 0 1/id' from outside edge of truss. This symbol indicates the C7-8 C6-7 C5-6 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 rely on lumber values established by others. ©2012 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING t location x 4, 1 NM 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 by text in the bracing section of the output. Use T or 1 bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but il* reaction section indicates joint MINI= mNIIIiTeke MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. 1.2.--.1116 ►_� Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. CSI: BuildingComponent SafetyInformation, P Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. rL, Li Geotechnical Engineering Report 12515 and 12519 50th P1 S Tukwila, Washington P/N 0179002865/0179002 December 5, 2016 prepared for: ((,:_ APPROVED JAN 172017 City of BUILDINGTila DIVISION Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P807 -T16 RECEIVED DEC 14 puha TUKWILA PUBLIC Wr' RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER NV-05Lit 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 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Location and Depth of Exploration 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 December 5, 2016 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 12515 and 12519 50th PI S Tukwila, Washington P/N 0179002865/0179002860 MGI Project P807 -T16 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 two directly adjacent, currently undeveloped, residential lots in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are roughly equidimensional and trend lengthwise from northeast to southwest, extending approximately 215 feet along this orientation, and span ± 40 feet from southeast to northwest. The lots are currently undeveloped and lightly vegetated, with the east side of the property fronting on 50th PI S and the west end of the property bordering on the Duwamish River. The bank along the Duwamish River is 10 to 15 feet high and contains gradients of approximately 40 percent. Improvement plans involve the clearing/stripping the parcels, and the development of the lots for residential purposes. Development of the northernmost lot is imminent, whereas the southern lot will be developed at a later date. Residential sites will be setback an adequate distance from the Duwamish River bank. Page 1 of 12 Cary Lang Construction -12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on November 18, 2016. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on November 18, 2016; 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 Northern lot, western half of parcel 12 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 -tracked 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 sidewalls. Our log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. Migizi Group, Inc. Page 2 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 two directly adjacent, currently undeveloped, residential lots. These parcels are situated within the moderately populated Allentown neighborhood, of King County, Washington. The subject property is bounded on the north and south by developed residential sites, the east by 50th PI S, and on the west by the Duwamish River. Evidence exists on site that the property had previously been developed, with rubble of an old foundation being present along surface exposures. The interior of the site is largely devoid of vegetation outside of the scattered growths of lawn grasses. The bank along the Duwamish River is thickly vegetated with bamboo. The majority of the property is relatively level, with minimal grade change observed over its extent. The bank along the Duwamish River is 10 to 15 feet high, and generally descends at a gradient of ± 40 percent. The bank along the Duwamish River appears to be in a stable configuration, and in our opinion, does not appear to be an active erosion hazard area. No hydrologic features were observed on site, such as seeps, springs, ponds and streams, outside of the Duwamish River along the north side of the parcel. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface exploration. Fine-grained, sandy soils were encountered near surface elevations, directly beneath the existing topsoil horizon. This soil group contained some to trace silt, and extended to a depth of 9 feet below existing grade. Beneath this stratum, alluvial deposits graded to silty sands and silts, all of which contained some degree of mottling. This soil group was continuous to the termination depth of our subsurface exploration; a depth of 12 feet. Sands and silty sands were generally encountered in a loose in situ condition, whereas silts were typically soft. 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, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration log (Appendix A) provide 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 12 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 121/2 to 15 feet below existing grade, roughly Migizi Group, Inc. Page 3 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, the site is underlain by fine-grained sandy soils at or near surface elevations, extending to a depth of 8 feet below existing grade. This soil group should be considered moderately to rapidly permeable, and should adequately support onsite retention. Infiltration analysis and recommendations were performed by a third party. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 30.2-1 in ASCE 7, per the 2012 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 =1.487 g SMs = 1.338 g SDs = 0.892 g Si = 0.557 g SMS = 1.336 g SDI = 0.891 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 1.34 g and Sa at a period of 1.0 seconds is 1.34 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. The silty sand alluvial stratum encountered beneath a depth of 8 to 9 feet is marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. Migizi Group, Inc. Page 4 of 12 Cary Lang Construction -12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping the two tax parcels contained within the subject property, and the development of the lots for residential purposes. Development of the northernmost lot is imminent, whereas the southern lot will be developed at a later date. Residential sites will be setback an adequate distance from the Duwamish River bank. We offer these recommendations: • Feasibility: Based on our field exploration, research and analyses, the proposed structures appear 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 structures. 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). • Buffers and/or Setbacks: It is our understanding that the proposed residence(s) will maintain a minimum setback of 50 feet from the top of the slope break along the bank of the Duwamish River. In our opinion, this adequately addresses site geological conditions, and no additional buffers, setbacks, or other forms of constraint need be implemented to address geological hazards. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an Migizi Group, Inc. Page 5 of 12 Cary Lang Construction -12515 and 12519 50"' P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 12 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect that shallow excavations will encounter loose sandy soils, and deeper excavations will encounter soft silt deposits; each of 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. 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). Migizi Group, Inc. Page 6 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 Fine Sand: Underlying a surface mantle of sod and topsoil, we encountered fine-grained sandy soils, which extended 8 feet below existing grade. This material type is relatively impervious to moisture content variations, and can be reused under most weather conditions as structural fill. • Alluvial Silt: Underlying sandy soils, as described above, we encountered silty sands and silts, which extended through the termination of our test pit exploration; a depth of 12 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 H: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 residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 7 of 12 Cary Lang Construction -12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 8 of 12 Cary Lang Construction -12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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. 44 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Migizi Group, Inc. Page 9 of 12 Cary Lang Construction —12515 and 12519 50th PI S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad 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 Migizi Group, Inc. Page 10 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 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 11 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer TOPO! map printed on 12/05/16 from'Unbtled.tpo' 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W Ai v i 4 122°14.000' W WGS84122°13.000' W TNy 919), 122°18.000' W 122°17000' W 122°16.000' W 122°15.000' W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 o s if 0,,ICCO RA MRS MI)ay with TONE CNO3%r (aarrr k ioam1opo) 12515 and 12519 50th PI S Tukwila, Washington P/N 0179002865/0179002860 Topographic and Location Map Ij 122°14.000' W WG584122°13.000' W FIGURE 1 P807 -T16 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. W -E TEST PIT LOCATION TP -1 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 12515 50th PI S Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: Dec. 2, 2016 JOB NO. P807 -T16 SCALE: nts FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT 1 1 1 1 1 1 1 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW !'�`.' '� WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o •L °•ta p: D{ POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE WITHV `Jr" o IL • SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES OVER 15% FINES GC ' M AYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYf S SANDS CLEAN SANDS WITH LITTLE SW • '.'.'.' WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP : • • POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN N0.4 SIEVE SANDS WITH SM • "' f :.. .- :• SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES ' • OVER 15% FINES__ - /' j• CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL j/ - 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 MHINORGANIC 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 ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, ,, i, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value L Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial ilii 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 E 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 (VIII) GROUP 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 Geotechnical Report PROJECT NUMBER P807 -T16 PROJECT LOCATION 12515 and 12519 50th PI S, Tukwila, WA DATE STARTED 11/18/16 COMPLETED 11/18/16 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 U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION 2.5 GB S-1 GB S-2 GB S-3 —'' Sod and Topsoil SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvial Deposits) 5.5 - 5.0 _ 7.5 SP (SP) Brown fine sand (loose, moist) (Alluvial Deposits) 8.0 _ - - _ _ - - 10.0 SM (SM) Brown fine silty sand (loose, moist) (Alluvial Deposits) 9.0 SP (SP) Brown fine sand (loose, moist) (Alluvial Deposits) 10.0 - - ML ' (ML) Light brown mottled sandy silt (soft, moist) (Alluvial Deposits) 12.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 12.0 feet. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D16-0340 / D16-0341 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12515 & 12519 - 50th PL South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water -se-r-vice-storm-drainage;under-grounding of powersartitar-y 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 day of Tur✓ , 2016. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that ll"T1 W`" 1 is the person who appeared before me, and said person acknowledged that he signed this instrument, on o th st ted at he was authorized to execute the instrument and acknowledged it as the of 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 1 In \••\\\\"I""i j � .z.. ,A ,LE RiAt4 Gvolv I/ i O�F+ .1- % iyj.''l1,,�?.pg 2.,' 0 111 O; WAS` `` 1%\\0 Notary Public in aid f• the /State of Washington residing at Mmirei V A \ Il p My appointment expires 17\N 7O DATED this %/fik day of tek,),V1),0 , 2017 GRANTEE: CITY of TUKWILA By: ��j— Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at hisfree 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, 2048 Name: (A)erl� NOTARY PUBLIC, in and for the State of Washington, residing at ic-Ck%,ct. My commission expires: � f8 1l January 4, 2017 City of Tukwila 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 Re: Permit application #D16-0341 To whom it may concern: The property known as 12515 50th PI. S. Tukwila will be built single family residential and owner occupied. Sincerely, Vifer Lan CORRECTION LTR#...4__. RECEIVED CITY OF TUKWILA JAN 0 5 2016 PERMIT CENTER City of Tukwila Department of Community Development December 23, 2016 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0341 CARY LANG - ALLENTOWN - 12515 50 PL S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • I. Residential development within 200 ft. of the Duwamish river requires a Shoreline Substantial Development Permit unless it is an owner -occupied construction of a single family home. Please submit a letter stating that the construction is owner -occupied or apply for a Substantial Development permit. 2. The Director has approved an exception to TMC 8.25.020(E), allowing more than 50% of the front yard to be covered by approved durable surfaces because of the narrowness of the lot. 3. Note that the pitch of the roof measures at 6:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0341 '444j 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 OERMIY COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0341 DATE: 01/05/17 PROJECT NAME: CARY LANG - ALLENTOWN SITE ADDRESS: 12515 50 PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention Structural tett Pik'' Planning Division t\I Permit Coordinator 0 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 01/10/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/07/17 Approved Corrections Required ❑ Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0341 DATE: 12/13/16 PROJECT NAME: CARY LANG - ALLENTOWN SITE ADDRESS: 12515 50 PL S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Pub \ Wow k� c Aux LJ? C° rii Fire Prevention Planning Division Structural ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/15/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: Approved with Conditions Denied (ie: Zoning Issues) S-0 ( � 3 DUE DATE: 01/12/17 n n REVIEWER'S INITIALS: DATE: Permit Center Use Only `` CORRECTION LETTER MAILED: �/J"_��-4 Departments issued corrections: Bldg 0 Fire 0 Ping1 PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D16-0341 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued n Revision requested by a City Building Inspector or Plans Examiner Project Name: Cary Lang - Allentown Project Address: 12515 50 P1 S Contact Person: C ar-yt''�7 Phone Number: RECEIVED CITY OF TUKWILA JAN 0 5 2017 PERMIT CENTER 2-o4-- 4'z3 - CS Summary Summary of Revision: copy Tit arty 4 -uCi LOQ► 1.5 caw ()cc_ t, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision .,7;:::::AAfte Received at the City of Tukwila Permit Center by: ' __-Entered in TRAKiT on \ —' 7 c \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Residential Sewer Use "ertification Sewage Treatment Capacity Charge ut To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type Property Street Address �� cid I ee f wt' ( City State ZIP L1-110 C, d v Owner's Name ("( /111(15-w Owner's Mailing Address cf P✓q l 9 f OZ3 City State ZIP 7--° 6 -1(7-3 ckc5 Oner's Phone Number (with Area Code 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) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑No 1.6 2.4 3.2 La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER Or7-61&O 2-960 Required: Property Tax Parcel Number Subdivision Name Subdivision Number 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? ❑ Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No to- 03'11 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 cor ect. I understand that the capacity charge levied will be based on this information. I understand that any iation may result in a revised capacity charge. Signature of Owner/Representative Print Name of Owner/Representative Date 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) .4)1202 rsg CARY LANG CONSTRUCTION INC Page 1 of 2 Home Espanol Contact Search L&I A -Z, Index Help My L&l Safety & Health Claims & Insurance Workplace Rights Trades & Licensing Washington State Department of Labor & Industries 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. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. IG06C004381-00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 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 No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 1/19/2017 CARY LANG CONSTRUCTION INC License Violations No license violations during the previous 6 y 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 Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account representative T2 1 DAN STRATE (360)902-4635 - Email: STRE235@lni.wa.gov Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 O 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=CARYLCI101OF&SAW= 1/19/2017 Layout Name: z 0 o_ L: \Working\R14320 — Sinh Nguyen Residence\CADD\Drawings\Site Civil E 03 2 0 N 4 exsinq r EX. TOE OF SLOPE NEW POINT OF STABLE SLOPE (2.5:1 SLOPE FROM EXISTING TOE OF SLOPE k0 ib 7 N57°29'04"E 243.00' t�. cu•y,. EX. TREE TO BE REMOVED FOUND REE3AR Y:/CAP #2.8408 S= OF CALCUL:\ i LL) COR" :R i'os X c o 0 SITE BENCHP EL419.10 `o"th'1 Fx. 6" SID %— SEWER S I d e m< 1 x, G µ..'.• 0 ' r r• r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r �Q„r �r r r r r r r r r 'rrrr r r r r r r r r r r r r 'r r r rtr r r r rr r�-� •---' r r r r r. r r r r PROPOSED SINGLE FAMILY RESIDENCE FFE=22.00 N57°29'04"E \ . TOP OF BA \IK HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. • — 00 YR. FLOC? PLAN BOUNDARY • • • T10' 0 i; 50TH PLACE S ARKI TUB 0 0 0 • • 200' SHORELINE ZONE FROM OHWM 4. x. —�- —..w.r -aw... —�...� �...s`%�-.V •-'eti.y++"T�"�r.�.�.5^C�Ha'�'T`S.�eL� �bC'�v\`���. �r'"��— — S57°29'04"W 208.00` NORTH EDGE..../ LAUREL HEDGE �• Existir•g "CAUTI r BURIED ABER OPTICS f/ ....Br_ , <0 0.30' r FOUND 2E�I,F W/CAP �{28rau8 •.••"e'�s ....J .. AND (113` NE OF CALCULATED CORNER :'CI I i iON. TRENCH & PATCHING OR BORE UNDERNEATH EXISTING PAVEMENT EX. SEWEIR MAIN CAUTION: GAS LINE 0 CONSTRUCTION NOTES: 10 CONSTRUCT (2'W x 20'L x 2'D) GRAVEL STRIP PER DETAIL 3. 0 CONSTRUCT PILONG ROOF DISPERSION TRENCH PER DETAIL 1. 03 CONSTRUCT (2'W x 10'L x 2'D) FOOTING DRAIN INFILTRATION TRENCH PER DETAIL 2. 0 NEW 1" WATER METER (BY CITY OF TUKWILA). 05 INSTALL 75 LF 1Y2" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. © UTILITY TRENCH (POWER & COMMUNICATIONS). O7 INSTALL 65 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. 0 INSTALL 18 LF 4" PVC ROOF DRAIN @ 1.00% MIN. O INSTALL 10 LF 6" PVC STORM DRAIN @ 0.00%. CI INSTALL 5 LF 4" PVC SOLID FOOTING DRAIN @ 1.00% MIN. 11 INSTALL 11 LF 4" PVC STORM DRAIN @ 0.00%. 102 INSTALL AREA DRAIN WITH SOLID LID RIM=20.00 IE (NE)=17.50 IE (SW)=17.40 13 INSTALL AREA DRAIN WITH SOLID LID RIM=20.00 IE (NE)=18.00 IE (SW)=17.90 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,119 SQ. FT. (INCLUDING OVERHANG) WALKWAY 35 SQ. FT. DRIVEWAY 540 SQ. FT. TOTAL 2,694 SQ. FT. 2,694 / 9,320=0.289X 100% = 28.9% IMPERV. SURF. COVERAGE These plans have been reviewed by the Public Works Department 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: 12./up ____LY3 EXISTING GROUND WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" (TYP) FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE FOUNDATION RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED INFILTRATION / DISPERSION TRENCH 2.0' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" -1 Y2' GRAVEL STRIP DETAIL SCALE: NONE 4" PVC DOWNSPOUT DRAIN LINE PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" -WASHED ROCK .FILTER FABRIC (IVII.RAFI 100X OR EQUIVALENT) NOTES: 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 SCALE: NONE NO. DATE BY REVISION DESCRIPTION JOB NO. R14320 ISSUE DATE 12-10-2016 DESIGNED BY: D. TRAN DRAWN BY: L. T. VU CHECKED BY: H. H. PHAN PROJ. MNGR: iJ r Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229-6422 CLEAN OUT WYE FROM PIPE w w END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% r I,' NOTCHED GRADE BOARD 5.0' MIN 6" SOLID PIPE @ 1.0% MIN. EXISTING GROUND \74, ROOF DRAIN 11\__ CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK BEND IF NEEDED FINE MESH SCREEN ELEVATION VIEW NTS 30" 4" SOLID PIPE 6" RIGID PERFORATED PIPE LAID LEVEL x; T WASHED ROCK 3/4" - 1 1/2" 4" X 4' J `— FILTER FABRIC SUPPORT POST SECTION A -A NOTES: 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. 2" GRADE BOARD NOTCHES ROOF 18" O.C. r_2" a NCE APPROVED JAN 17 2011 rttu of Tukwila RECEIVED CITY OF TUKWILA DEC 13 2016 ENCH DETAIL 119 CARY LAN . u t -AU TION @ PARCEL NO. 0179002860 120'15 - 50TH PLACE SOUTH PERMIT CENTER 3�+ REFERENCE SHEET NO. SP1 SITE CIVIL PLAN AND DETAILS SHEET 1 OF 2 SHEETS 0 0 J Layout Name: 01 z V) w on 3- o 0 0 0 0 0 C.) 0 0 U) 'D (71 0 0 > 7 01 z in 0 N) 01 0 0 0 0_ 0 0 E_ 0 co N 0) 0 O 0 z \ 1 exisiing de`cK 1 x1\ r3� \ •':f``1' • \ • \\, TOE 0E BAN< \ \\ \\ \\ \\\s. \ \\\ t \ \ V� MiHWM ' HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. ko INSTALL INLET PROTECTION SEE DETAIL THIS SHEET (TYP) TOP OF BANK 0 ces 0 429 TEMPORARY STOCKPILE COVER WITH PLASTIC INSTALL CONSTRUCTION ENTRANCE,. SEE DETAU HI .iL4 . c: . N57°29's "E 243.00' 227 n' riOcruTIT: UV: <-C,) #2r.)5408 0.33` \ N R POS T ION. .._,._,ce ry U O. %i<. Ili ;•,�;; N57°29'04"E -INSTALL SILT FENCE SEE DETAIL THIS SHEET •P<,' 10 c.bnth' i��J f.0 NUJ - •- \ �f\ 'S57°29'04"W 208.00''.7,^' ; NORTH EDGE...., LAUREL HEDGE i .�.. 00 YR. FLOOD PLAN ) J\• rijr'; ,,i7go PAliifli.':•?ii;ir::%r.7: Existing House #12523 P SS 1 0_ SITE BENCHMARK EL4.19.10 scat rY1(.4 os::hc:i. 50TH PLACE S 0 a_ FOUND REBAR W/'CAF: #28408 0.30' NWf-...1 AF\L) 0.13' NE OE C.ALGULATED CORNER .'CG'SI'F N. c_? C7 O a_ JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 11 11 11 z o N u u 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NO. 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: 11 z_ CV FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR3/4"-1.5" WASHED GRAVEL UNDISTURBED GROUND FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. DATE BY SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE REVISION DESCRIPTION JOB NO. R14320 ISSUE DATE 12-10-2016 DESIGNED BY: D. TRAN DRAWN BY: L. T. VU CHECKED BY: H. H. PHAN PROJ. MNGR: CATCH BASIN '1 I 11 11 11I o1( LEGEND GRATE 11 11111 11 OVERFLOW FILTER MEDIA FOR DEWATERING PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET fire. / SOLID WA S. / /12 POROUS BOTTOM NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.B SCALE: NONE SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 30' MIN. INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS R=25' MIN. APPROVED ©EC 16 2016 City of Tukwila PUBLIC Works Ott NOTES: 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA Ib* O31/ 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 THRullu .60 -,mos Imm):—.306 E—h° LC Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229-6422 vp FOR ppROVEO 1'7 2.011 CONSTRUCTION ENTRANCE D TA! PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE City of Tukwila niVISIOiN CARY LANG CONS TION @ PARCEL NO. 0179002860 1215 — 50TH PLACE SOUTH TRECEIVED HE R STV OF TUKWILA DEC 13 2016 PERMIT CENTER REFERENCE SHEET NO., EC1 TESC PLAN AND DETAILS SHEET 2 OF 2 SHEETS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 1v City of Tukwila BUILDING DIVIS1OP�1 1 6 EsUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IOC), AND SY REFERENCE WI -ERE APPLIOAOLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) 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 TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(I) GROUND SNOW LOAD AMNO DESIGN SEISMIC DESIGN � BUS.GT TO DAMAGE FROM WINTER DESIGN TEI1P. ICE SHIELD N>ER AYME RLAQUYMEN?Ep FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNJAI- TEMP SPEED IMPH) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BORNE DEEM ZOE � FROST DEPTH LITE t ITE 25 110 24 8 16 01/D2 MOD Ie SLIGHT- MOD n No OC LLOCAL JURIISDIclION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO SE 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) ♦ E;r:,t,--�u GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL GEARING OF 1500 PSP, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) SELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM G()I'1PRESSIYE 8TfiiE14t'GTH OF COR4C1iETE PER TABLE 84022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINf'llJl'1 COMPRESSIVE S1i NGTH (fb) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATIONS 4 OTHER CONCRETE NOT EXPOSED TO THE LEATHER 2300 pet BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. 2300 per BASEMENT 114LLS, FOtNDATION WALLS, EXTERIOR WALLS 4 OT44ER VERTICAL CONCRETE WORK EXPOSED TO THE UEATHER 3000 per (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED THE WEATHER 4 GARAGE FLOOR SLAB. 3000 pet (5%to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM 4615 GRAPE 40. U.N.O. (SEE STRUCTURAL) 1P ATt BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD SEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO EE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL 'BOLTS TO 8E 5/8' DIAMETER AT 5'-0' O.C. UN.O. WI144 MIN. T EMBEDMENT METAL FRAMING CONNECTORS TO TBE 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 !-UMBER 8444LL OE RETREATED iN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLM4NIZEP WOOD) PER IRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF 140T -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE }BETWEEN FLOOR BEAMS AND GRAPE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. p4MPPROOFING EXCEPT WHERE REQUIRED SY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL SE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (0) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 NCH PORTLAND CEMENT PARGiNG APPLIED TO TILE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YID. OF ACRYLIC MODIFIED CEMENT. COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL I8 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL SE DAMPPROOFED BY APPLYNG ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 t0 THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WI -ERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN t0 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 SELOW THE TOP OF 114E BASEMENT FLOOR t0 THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED N ACCORDANCE WITH ONE OF THE FOLLOWING: 1.2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING - 3. 6-MIL OOFING3.6-MIL POLYVINYL CHLORIDE. 4. 6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. fie' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNT14ETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUC14 AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMEMTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR 140T ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449.440T ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL ME LAPPED AND SEALED W1114 AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. 8T PIPE BL 4s; ar pRAFTSTOPPNG 8302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE SOt14 ABOVE 4 BELOW T44E CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOP6 SHALL BE INSTALLED SO THAT THE AREA OF TI4E CONCEALED 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 USE PROVIDED iN FLOOR/CEiLING ASSEMBLIES UNDER TI4E FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER 714E FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12.1. FIREBLOCKING 8302.11 IN COMBUSTIBLE CONSTRUCTION, FIREELOCKING SHALL SE PROVIDED TO CUT OFF 130TH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, ANP BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING 614ALL BE PROVIDED iN WOOD -FRAMED CONSTRUCTION iN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1 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, MD COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT TI4E TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (4' G1LS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES A7 CEILING ,AND FLOOR LEVEL, W1714 AN APPROVED MATERIAL t0 RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING TI -116 ANNULAR SPACE SHALL NOt BE REQUIRED t0 MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FiRESLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION RI003.19. 6. FiRESLOCKING OF CORNICES OF A TWO-FAMILY DWELLING iS REQUIRED AT THE LiNE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED ASA FIRESLOCK UNLESS SPECIFICALLY TESTED 114 THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIRESLOCKS SHALL SE MAINTAINED. 1 GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(U GYPSUM WALL BOARD At INTERIOR WALLS t0 BE FASTENED ACCORDING t0 TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R1023.6 TN1c 0 E86 CP GYPSUM (BOARD OR GYPSUM PANEL (INCHE8) APPLICATION ORIENTATION OF GYPSUM BOAJeIO OR GYPSUM piELMEMBERS maw= ODUCTS TO MAXIMUM SPACING CP FRAMING XUJCHEB OW MAXIMUM SPACING CF FASTENERS (INCHES) SIZE OF NAILS FOR APPLICATION to WOOD FRAMING NAILS aadh�aety. SCREWS 3/80 CEILING PERPENDICULAR 24 1 12 13 awe, 1-I/4' LONG, 19/64' 1-EAOs 0.098' PIA. I-1/4' LONG, AHN.LAR- ROT -IED; OR 4d COOLER NAIL, 0080' DIA, 1-3/8' LONCs,1/32' HEAD. UL4LL EI ER DIRECTION 24 8 16 YrCEILING CEILING EITFER DIRECTION 16 1 t2 13 GAGE, !-3/8' LONG, 19/64' READ; 0098' DIA. 1-1/4' LONG, AMLLAR- PERPENDICULAR 24 1 T2 RINGEDs OR 1561 COOLER NAIL, 0.086' DIA.. l-5/8' LONG, 1D/64' HEAD, OR GYP81141 BOARD NAIL, 00948' OIA.1-1/8' LONG, 9/32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 8/8' CEILtN3 EI'TI4ER DIRECTION 16 1 12 u' GAGE,14/8' LONG, 1S/64' HEADS 0298' DIA. 1-3/8' LONG, ANNULAR- RR�ICsED, OR 6d COOLER NAIL., 0092' PIA.1-1/8' LONG,1/4' HEADS OR GYPSUM BOARD NAIL. 0098' DIA.. 1-1/61 LONG. 19/64' HEAD. CEILING PEPPENDIMILAR 24 1 12 TYPE X AT GARAGE CLG /BENEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 1-1/8' LONG 6d COATED NAILS OR EQUIVALENT DR WAIL SCREW6. acme 81-641.L COMPLY WITH 6ECTION R1023.D.L WALL EITHER DIRECTION 24 8 12 13 GACIE,1-8/8' LONG,18/64' WADI 0098' DIA. 1-3/8' LONG, AM1t.AR- RIN SEDs OR 6d COOLER NAIL, 0092' DIA ,1-1/8' LONG,1/4' HEAD: OR GYPSUM BOARD NAiL. eine' DIA -1-1/8' LONG 19/64' HEAD. WALL EITHER DIRECTION 16 8 16 APPL.iC.4TION w1T14 ADHESIVE 3/8' CEILING PERPENDICULAR 16 16 16 SAME A8 ABOVE MR 3/8' GYPSUMBOARD AND GYPSUM PANEL PRODUCTS. WALL EITHER DIRECTION 16 16 Z4 1/2' OR 8/8' CEILING EITHER! DIRECTION I6 16 16SAME A8 ABOVE FDR 1/2' AND 8/8' GYPBttt BOARD ANO GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 UL4LL EITHER DIRECTION 24 16 24 Two 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BASE PLY NAILED AS ABOVE FOR I' GYP81M BOARD AND GYpetrt PANEL PRODUCTS: FACE PLY iNSTALLED WITH ADHESIVE. WALL EITHER DIRECttON 24 24 24 FASTENERS ALL NAILS SPECIFIED ON 74418 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) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d 0011110N (0148' DIA, 3' LONG) 10d BOX (0128' DIA., 3' LENGTH), 16cl COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' P14., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER 814ALL BE STAMPED WITH 714E GRADE MARK OF A14 APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MiNIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF e2 - Fb■915 pet, Fv■150 pet, Fc.1300 pet, E■1300000pei 14F e2 - Fb■915 pei, Fv■150 pet, Fc■1300 p81, E■1300000pe1 Mil 4X 6X OR LARGER DF -L n - Fb•900 pet, Fv180 pet, Fc■1350 pet, E•1600000pe1 DF -L e2 - Fb■815 pet, Fv■110 psi, Fc•600 per, E■1300000pe1 STUD 44F e2 - Fb■915 pet, Fv■150 pet, Fc■1300 Del, E■1300000pet NF e2 - Fb■915 pet, Fv■150 psi, Fc■1300 pet, E■1300000pei 2X4 2X6 OR LAGER 15OSTS HF e2 - Fb■915 pet, Fv■150 pet, Fc■1300 p81, E■1300000pe1 1-P 42 - Fb•915 pei, Fv■150 pel, Fc■1300 pei, E■1300000pei DF -L el - Fb•1200 pei, Fv110 pet, Fc•I000 pei, E■1600000pe1 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Flo • 2,400 PSI, Fv • 165 PSI, Fc • 650 P51 (PERPENDICULAR), E • 1,800000 PSI. ENGINEERED UJOOD 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 114E MINIMUM PROPERTIES: Fb • 2,900 P61, Fv • 290 PSI, Fc • 150 PSi (PERPENDICULAR), E • 2000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 PSI, Fv • 285 P61, Pc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: SD • 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/460, 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 46 STATED 114 THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL 8E HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SiMPSON STC) t0 ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON 114E WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL EE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL 8E Sd COMMON G 6' O,C. 0 PANEL EDGES AND 12' O.C. 114 FIELD UN.O. ON SI4E4R.UALL SCHEDULE. SPAN INDEX SHALL 13E 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL EE 3/4' T4G RATED (40/20) SHEATHING, LNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' O.C. o PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED 114 714E EXTERIOR WALL ENVELOPE N SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO T4 -IE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 70 THE SURFACE OF THE EXTERIOR WALL FiNISH AND SHALL BE INSTALLED t0 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 OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. CINDER 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 TOA WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUiLT-IN GUTTERS. W ! ■►AND EXYLIC214T6 WINDOWS SHALL 8E 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 8310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS 8310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERASLE EMERGENCY ESCAPE AND RESCUE OPENING. WI- ERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED 114 EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS t0 A PUBLIC WAY. EXCEPTION: STORM SHELTERS ,AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF200SQFT. TINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: 714E MiN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: IN DWELLING UNITS, WHERE 714E TOP OF 714E SILL OF 414 OPERABLE WINDOW OPENING 16 LOCATED LESS THAN 24' ABOVE THE FINISHED FLOOR ,AND GREATER THAN 12IN ABOVE THE FINISHED GRADE OR OTHER SURFACE BELOW ON THE EXTERIOR OF TI -4E BUILDING, 744E OPERABLE WINDOW SHALL COMPLY WITH ONE OF THE FOLLOWING: 1. OPERABLE WINDOWS W1744 OPENINGS THAT WiLL NOT ALLOW A 4' DIAMETER SPHERE t0 PASS THROUGH THE OPENING WHERE 714E OPENING IS IN I76 LARGEST OPENED POSITION. 2. OPERABLE WINDOWS 714047 ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 2090. 3. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW OPENING CONTROL DEVICES T14A7 COMPLY WITH SECTION 831222. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 I. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS iN SLIDING 4 5I -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4.514OWER 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 744E WALKING SURFACE GLAZING GREATER THAN 9 S.F. AND LESS 744AN 18' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR E GLAZING WHERE THE 8077011 EXPOSED EDGE OF 714E GLAZING IS LESS 744A14 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL 8E CONSIDERED A HAZARDOUS LOCATION. GENERAL TION AND MOIB -PROTECTIM MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES t0 EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES t0 EXPEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, 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 HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PER 1EASLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND 477108 SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ,ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. 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 114E CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, W14I04 15 NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 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 ANT, ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR UJEATI-ERBTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, 114 ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' At EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. jtepearms ., ; D' POSTING OF CERTIFICATE WSEC R40I3 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN 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 714E 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 CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE 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 114E BUILDING. WHERE THERE IS MORE 714414 ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. 114E CERTIFICATES SHALL LIST THE TYPES NAND EFFICIENCIES OF HE4TNG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD EL3ECTRIC HEATER IS INSTALLED IN 714E RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM I4EATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER' AS APPROPRIATE. AN EFFICIENCY SHALL SE NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. p107 LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH UJSU RS -33, USING 714E MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. 840333. A WRITTEN REPORT OF THE RESULTS 514ALL BE SIGNED BY THE PARTY CONDUCTING 744E TEST AND PROVIDED 70 THE CODE OFFICIAL. DUiLDING AIR LEAKAGE TESTING 2015 WSEC SEC. R4024 THE BUILDING THERMAL ENVELOPE SHALL 8E CONSTRICTED t0 LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. isk,116: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL 8E DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1r2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRICTED iN SUCH AN MANNER 11447 RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PiPES FROM THE BOX 11470 THE BUILDING. 312.122 METAL COLLARS 114 OR 014 BUILDINGS W44ERE OPENINGS HAVE SEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL 8E CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRICTURE. 312.123 tU8 WASTE OPENINGS IN FRAMED CONSTRUCTION t0 CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED 8Y THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED t0 THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING !,z OF AN INCH iN THE LEAST DIMENSION. I: WSEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE 141G44 EFFICACY LUMINAIRES. LIGHTING 744,47 COMPLIES WITH THE PRESCRIPTIVE INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH 414 ARTIFICIAL LIGHT SOURCE t0 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 t0 LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED At THE CENTER OF TREADS AND LANDINGS. 71 -ERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LiGHT SOURCE WHERE 114E 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 R303.8 IRO EXTERIOR STAIRWAYS SHALL EE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At 714E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS t0 A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At 744E BOTTOM LANDING OF 744E STAIRWAY. DRILLAND MIMS PER SEC 8602.6 DRILLING AND NOTCHING OF STUDS SHALL 8E IN ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED t0 BE CUT OR NOTCHED 70A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO OE NOTCHED TOA DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT 114E DIAMETER OF THE RESULTING HOLE IS 140 MORE THAN 60% OF THE SCUD WIDTH, THE EDGE OF THE HOLE IS NO MORE 71-144 6J 114044 70 THE EDGE OF THE STUD, AND THE HOLE 15 NOT LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R602.3(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHERE T14EY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE 714AN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 114014 THICK AND 1-1/2' INCHES WIDE SHALL 8E FASTENED ACROSS AND t0 TI4E PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT l0d NAILS HAYING A MINIMUM LENGTH OF. 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST 714E OPENING. SEE FIGURE 02 .1. EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE 1407014 OR CUT 15 COVERED BY WOOD STRUCTURAL PANEL SHEATHING. SERMIATF gMechanical Electrical inPlumbing eCcs Piping p t ( i.11 of LE Comr Pio. /NLN f 'r2,pprovai is subject to errors and of construction documents does nct " .:Ation of any adopted code or ordinance. �, t c, w,.;�,ovad Field Cop and conditions is acknowle : REVISIONS No changes sh Ail h,-, made to the scope of work without prior approval of Tukwila Building Division. l NOTE: F ^,visions Lviil r'.quire a new plan submittal and may innudo additional plan review fees. j b (.9 RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER 3'l! .ALL GLAZING TO BE IN COMPLIANCE WIT! -1 THE 2015 WASHINGTON STATE ENERGY CODE. GLAZING 1. -FACTO __ VERTICAL CEILING VAULTED CEILING FLOE 028 050 R-49 R-38 R-21 R-21 R-38 R-10 z con w •A z a 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: 2015 N-1 ON fRE- \HS ROOF ATTIC VENTILATION CALCULATIONS INTE6ATE 24 f-4 WI-IOLE 1-4OUSE VEMTILATION SYSTEM SEC. MI501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 1 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW 114E RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR ULERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH It' MIN. 4 14' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 1' SPACE BETWEEN INSULATION AND ROOF SHEATHING ® VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL 8E INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA 1) 1,611 SQ. FT. OF ATTIC AREA/300 • 551 SQ. FT. OF VENTILATION REQUIRED (802 SQ. INCHES) UPPER VENTS • 401 Sq. In. (9 AF50 VENTS) LOWER VENTS • 401 Sq. In. 23 EAVE VENTS x12' PER BLOCK • 408 Sq. In. 3 AF50 VENTS x50' PER VENT • 150 Sq. In. LOUJER ROOF - GARAGE: (AREA 2) NOTE: UPPER ROOF VENTING PROVIDED 8Y 1'x10' ® AF50 ROOF VENTS. (50 $ IN. PER VENT) NATE: EAVE VENTING PROVIDED SY (4)-2 1/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 1/8' DIA HOLES • 14:16 Sq. In. w/O MESH NFA w/ MESH ■ 12' Sq.1n. PER BLOCK. 52 SQ. FT. OF ATTIC AREA/300 • .11 SQ. FT. UPPER ROOF VENTING PROVIDED 8Y OF VENTILATION REQUIRED (26 SQ. INCHES) COR -A -VENT ROOF-241AI VENT EAVE VENTS = 13 Sq. In. (85 SQ. IN. PER LINEAL FT.) 2 EAVE VENTS x 12' PER BLOCK • 24 Sq. Iri. UPPER VENTS • 30 Sq. In. (CONT. ROOF-2-11ALL VENT) 8.5 SQ. IN. X 2 LF(TRUSS BAY)• 11 SQ N. PER TRUSS BAY 13 SQ. IN. REQUIRED/ 11 SQ. IN. 2 BAYS LOWER ROOF - PORCH: (AREA 3) 44 SQ. FT. OF ATTIC AREA/300 • .14 SQ. FT. OF VENTILATION REQUIRED (22 SQ INCHES) EAVE VENTS • 11 Sq. In. 1 EAVE VENTS x 12' PER BLOCK • 12 Sq. In. UPPER VENTS • 30 Sq. In. (CONT. ROOF-2-114LL VENT) 8.5 SQ. IN. X 2 LF(TR SS SAY)• 11 SQ IN. PER TRUSS BAY 30 SQ IN. REQUIRED/ 11 SQ IN• 2 BAYS NOTE: UPPER ROOF VENTING PROVIDED BY COR -A -VENT ROOF -2 -WALL VENT (85 SQ. IN. PER LINEAL FT) 30'-0' (15 EAVE VENTS) ISI LI (AREA 1) 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.) 1 NUI iu (AREA 2) 19'-0' (2 EAVE VENTS) (AREA 3) 111-0' (1 EAVE VENTS) COR -A -VENT CONTINUOUS ROOF -2 -WALL VENT. PROVIDES 8.5 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) CAM! 1 -EATING 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 t0 BE USED ASA 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 80 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOORSPACE 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 TEMPERATURE WSEC BEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 8 GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED N ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS 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' 141314ER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR: L WHERE THE EXHAUST DUCT I8 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 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. C trrr • 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614.6) INTEGRATED 24148 VENTILATION SYSTEM- SEC. M1Pt AS AMENDED BY WASHINGTON STATE 111501.1 GENERAL WHERE LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. 1115012 RECIRCULATION OF AIR, EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTI4ER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE 114TO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. M15013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.I THROUGH M1501.33. M15013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M1501.3.4, MI50135, M15013.6 OR MI50136.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 62.2. M150132 CONTROL AND OPERATION L 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 114E OCCUPANT BY TI4E INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEI4UMIDISTAtS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUSWHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATIONS SYSTEMST SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED ASA N OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VE1ILATION SYSSTEM WITHOUT ENERGIZING OTI4ER ENERG-CONSUMING 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: 5.1 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 8E DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 54 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM 51-IALL OPERATED AT LEAST ONE HOUR OUT OF EVERY FOUR. 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-HOUR CLOCK TIMER 5.6 8.1 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).' 11150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. 11150133 MECHANICAL VENTILATION RATE TI4E WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN TI -IAT DETERMINED IN ACCORDANCE WITH TABLE 11150133(1). 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 11180133(1) IS MULTIPLIED BY TI4E FACTOR DETERMINED 114 ,ACCORDANCE WITH TABLE 11150133(2). 11150135 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 TI4E REQUIREMENTS OF THIS SECTION SHALL 13E DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. M15013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION 11150133. 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 TI4E BUILDING TO THE RETURN 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 RETURN AIR STREAM SHALL SE 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 8E VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 111501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN 114E 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 8E 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 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS TI4E VENT OPENING IS AT LEAST 3 Ft ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M1501.4 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 COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE A CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE 1118014. MI50l.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN PLOW RATING NOT LESS THAN 50 cfin AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfm AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER WI 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE 1400D 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 0.10 INCHES WATER GAUGE. 11150142 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. T - M115013.3(1) CONTINUOUS WHOLE HOUSE PI C1-L&NICAL VENTILATION SYSTEM AIR PLOW RATE REQUIREMENTS, DWELLING UNIT FLOOR AREA(S.F.) NUMBER OP BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,800 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 T - M 33(2) INTEPallfIENT UMOLE HOUSE MEC14ANICAL VENTILATION •1'E PACT • -.: RUN-TIME % IN EACH 4 -HOUR SEGMENT 25% 33% 509 669'0 15% 100% FACTOR 4 3 2 1.5 13 1.0 AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET 818 LAUNDRY ROOMS INDOOR SWIMMING50 POOLS 1 SPAS MECHANICAL EXHAUST CAPACITY OF cfm INTERMITTENT OR 20 cAn CONTINUOUS 1 2015 WSEC: � I Y E PL.IAoptima 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (1a, 3a, 5a, 5c a 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U• 028 - FLOOR R-35 - SLAB ON GRADE R-10 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 (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - 3,46, 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 TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL 51-40WERI4EAD 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 1.0 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 5I40WERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (1.5 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 MINIMUMSAVINGS OF 85 THERMS OR 2000 With BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OP NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM T1 -4I6 CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY TI -4E WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. REVIEWED FOR CO©EA1�PR1f�VE® CE JM,1 7 2011 City of Tulcwil.a BUILDING DI\.! iSiO RECEIVED CITY OF 1 UK DILA DEC 13 2016 PERMIT CENTER col 4 w� .;.zM g a 114 Mik8 g; .:. yt� C Z .. 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: N-2 12 WEATHER RESISTANT BARRIER OVER SHEATHINS OR SUBSTRATE FINISH SIDING GSM TRIM Fl-ASHIN6 WITH S" MIN. VERTICAL LE6 HORIZONTAL WOOD TRIM I-IORIZ. TRIM AT 5 EAT INIG UJOOO STUDS N.T.S. WEST (REAR) I/4"= I' -O" 12 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 OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO UJAJ-1. PLASHING DETAIL. N.T.B. 12 12 1" IASONRY VENE • 10313 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R1033(1) AND FIGURE R10313. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SDC D0 4 D1 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC 02 MAXIMUM 3 INCHES THICK 4 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 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC D0, D1, 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (1400K INTO VENEER REINFORCEMENT WIRE). FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER. AIR SPACE MINIMUM 1 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 9 pQ\\ \\� \\\\\ \\_` SOUTH (LEFT) ld GABLE END DECO BRACE COMP ROOF 1/4"= l'-0" ROOF DRIP EDGES PER SEC. 89052.5.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP \' BOARD 4 BATT SIDING 5/4xS BARGE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , POOR 4 CORNER TRIM ® NT 5/4x4 CORNER BD'S J U I I NORTH (RIGHT) DONT. GUTTER STONE VENEER (ADHERED) 1 1 r 1- GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' 1 1 1 1 1 TYP PER SIDE IF SITE REQUIRE 4 - LQ cm a cri C COPYRIGHT 2010 Landmark Design Ino. ALL RIGHTS RESERVED • •• ■Lc 0 0 0 LI u U EAST (RONT) I/4"=1' -O" 1(o' 0 3Ji l 14,3 Gq HOUSE NUMBS IBL 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM. THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' NIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 RECEIVED ITV OF T UKWILA DEC 13 2016 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: 11-29-16, 1 r 30'-0, 13'-0 ' 16'-11' 3'-9' 9'-3 8'-5' 8'-1' 5/0x4'0 XO S s. 8/0x4/0 XOX m I if a / zr/imiiiiiiiaA 12' TUB . i lO S.D. VA\\\\\\\\\\\\V\\\\\\\\\\\\ 2'-8' EGRESS MASTER BEDROOM VAULTED CEILING 10'-6i' 0 i BP 5EDROOI'I 2 8' CLG. r i 11 a N 110V SD. V 1. AD NOSING. In OPT. P I REPLACE LOGATI ON /Oil// I////// . r /////////////////iii////////1!/10/////////zAazz/.////////lU/10,( 3'-11' 7 6l CHEOW ASE OUTDOOR COMBUSTION AIR SHALL BE PROVIDED THROUGH OPENINGS TO THE OUTDOOR N ACCORDANCE WITH SECTION G2401.6.1 OR G2401.62 THE MINENSION OF AIR OPENINGS SHALL BE NOT LESS THAN 3' INCHES. 1Q BEDROOM 4 1 S.D. VAULTED CLG PLAYROOM BP v I til Wax/ i,//A:° Zoo zr; t.t.' X0 2/0x4/0 PX r#'/ 3'-1I' 3'-0 5/0x4/6 6'-0' 01 A 411,0 3'-2' 9'-2' 2'-10' 1'-0' 12'-0' 5'-2 5'-10' 19'-0' 11-0' 30'-0' UPPER FLOOR PLAN va•.r_o. 11 10'-6' 4'-10' /,. 0 0 0 0 N % ii;r1 Ill/lU/7vvv/v ////lN?/ PANTRY '////////////1//aC//// I/ • to ////>/iii//A 10'-0' 30'-0' 10'-0' 20'-0' 8/0x6/0 XOX 10'-0' NOOK 9' CLG GREAT ROOM 9' CLG 2X6 WALL EATING BAR DINING ROOM 9' KITCHEN 9' CLG TAIR CTION 2.1 PAIR 1. F/717, WALL MOUNTED HWH HOTUATER 8 STEM ® (ENERGY FACTOR.0.91) VEH. IMPACT BARRIER 3/4 BATH OPT 3/0/ DOO, / 14'8' MIN. SOLID CORE SELF CLOSING DOOR WOOD,STEEL OR 20 MIN. RATED GARAGE USE 1/2' GW6 ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/S' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. 2/0x5 0 SH GO RED PRGH •NG. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x S/0 O.H. DOOR 16'-3' R.O. ING TO BE CHES SHOL 'EXIT' D LOWER T M TOP . (R3113.1) BLUE 18 AWG TRACER WIRE REQUIRED AT NON- METAL WATER SERVICE PIPING PER UPC 604.9 GUEST ROOM I2'-6' OPTIONAL GUEST ROOM L MAIN FLOOR FLAN MAIN FLOOR: UPPER FLOOR: TOTAL: GARAGE : FRONT PORCH: 1244 50. FT. 558 50. FT. 2802 50. FT. 517 50. FT. c11 50. FT. WI -101-E 0115E VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET 14-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES COPYRIGHT 2010 Landmark Design Ino. ALL RIGHTS RESERVED GENERAL NOTES: 1. ALL WORK TO 8E IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENTTO WOUTSIDE.ATER HEATER PRESSURE RELIEF VALVES 4. PROVIDE FIRE BLOCKING AT ALL PLUMING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.PM PLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OP DOOR OR WITHIN 18' OP FLOOR TO 8E SAFETY GLASS 9. SMOKE ALAII'1S - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA 11s1 THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, 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 1N THE INDIVIDUAL UNIT. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEG. 8315 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 8315. 1II4SULATE ALL WATER PIPES PER UPC SEC 312.6 INIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL 8E INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL EE INSULATED TO R-10 WITH INSULATION DESIGNED TO 8E USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 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 ISA BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES 8I-IALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS MEMBTHANER. 4 INCHES BELOW THE TOP FRAMING 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC M1502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) 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 111502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN COMERS 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. ■SMOKE ALARM -CARSON MONOXIDE COMBO. INTERIOR STAIRJJJAY 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 1 FOOT-CANDLE MEASURED AT THE CENTER OP TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL t0 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 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY 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. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGI-IT OF THE EXHAUST DUG SHALL BE IDENTIFIED ON A PERMANENT L OR -TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 1 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CPM SHALL 5E PROVIDED WITH MAKE UP AIR. CitY' I Ilctp;f�.l WHERE A CLOSET IS DESIGNED FOR THE 4 i.a: ',''`..4C s'`.�•-' INSTALLATION OF A CLOTHES DRYER. AN ~` OPENING HAVING AN AREA OF NOT LESS TI -IAN 100 SQ. INCHES FOR MAKE UP AIR SHALL 8E PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTI-IER APPR. MEANS. II 100 SQ INCH TRANSFER GRILL REVIEWED ECO QL1AUR f�1C �C4DAPPROVED EL Jit 1 `7 2011 16• RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER 3L(I 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: 11-29-16 2 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. 30'-0' 10'-0' 20'-0' 6x6 P.T. POST W/ PB BASE ON 30'x30'x12' CONCRETE FTG. W/ 3 -*4 BARS E.W. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE * 4 BARS 18' OAC. 1 1 1 1 I I 1 1 I • I! 7 "x3 NV FT *4 15ARy • WAY 5 -5 r 0 30'x30'x8" CONCRETE FTG. w/ 3-'4 BARS EACH WAY 0 0 NA. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS *4 -•RS 18' •.C. 4' •NC. SLAB OVE - 4' COMPACT SAND A • GRAVEL BASE .1* 0 4x4 P.T. POST W/ PB BASE i - ON 24'x24'x12' CONCRETE FTG. 4' CONC. SLA PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE IBRANE STUB *44 BARS INTO CONC. SLAB 18' O.C. 19'-0' 9,- 30'-0' ir 4'-9' OUNI,ATION PLAN COPYRIGHT 2011 Landmark Design Inc. ALt. RIGHt6 Rs:6ER'EP 6'-3' 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB SIMPSON ATITAN HDBOR EQ) ft1/2'X8'X8' SIDE VIEW VEHICLE IMPACT BARRIER DETAIL 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. FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO 15E PRESSURE TREATED. 3. ALL SEAMS 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. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, 15Y 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. 8. 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 GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. INDICATES 'SIMPSON' HOLDDOWN. SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (614T 51.0). 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.) O 3�1 REVIEWED r=OP. 'CODE COMPLIANCE APPRSVED JAN 17 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T U KWILA DEC 13 2016 VENTILATION USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244i150 cg 829 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS REQ'D 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: 11-29-16 3 ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS CONT. DBL. TOP PLATE AT LEAST 40%4 NOT MORE THAN S0% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH TI -4E BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WI4ERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS 514ALL HAVE 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 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LAMER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION RS02.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. 8306.2 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. R -I0 RI6I12 INSULATION (SHS AAREA) E Ota WALL VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE PLOW OF AIR NOT LESS TI -LAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SI-IEET N2 FOR ROOF vENTILATION CALCULATIONS AND LOCATIONS APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH t0 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 13E 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 141314 AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, 714E PASSAGEWAY 51-IALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. 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 2x12 PLATFORM W/ 2 -LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R -3s HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING t0 BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. WI -TOLE I-IOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER t0 SHEET N-2 TABLE 1501.3.3(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES 4(Ix6 STUD EXTERIOR PLYWOOD TRIMMER HEADR/INSULATION DETAIL NTS 6X6 PT POST W/ ECCQ CAP PB EASE LSTA24 - BEAM TO TOP PLATE LSTA30 - HDR 4 SILL TO 3x BLOCKING. /52.0 (3) 2 51,2x123 311,2x1114LVL SOFFIT AND INSULATE At COVERED PATIO dpi O Q11 VAIN -TED CLG L NE L ROOF OVERFRAME NOTES: IRC SEC RS023 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 RAFTED NOT LESS IN DEPTH THAN THE CUT 70F THE RAFTER (FULL COVERAGE A 1i3GE»APS AND VALLEYS). 6x W/ PC CAP 5V2 x 12 GLIB CIS PRO 4' 2'x361' ATTI ACCESS L -J 2.)_.<10. PER,IRCC01.1 IDE 22'X36' ICACCESS E MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAIL • IT 0 BE RIN W • LL 2.0 D26 HANGS PER TRIES MFG. V 4ULTECD CLG LINE O.H. 1,12' (3) 2 - 2X6 OIRFR E 3) 2x6 1 l 12, 044. ROOF FRAMING NOTES: BEARING WALL //// /iii, '///// ///// ////// /////, // I. ALL HEADERS t0 BE 4x5 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. DBL. JOIST 30'1 . NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS At A MINIMUM CF 22'x30' PER IRC SEC. RS01.1. •ACCESS HATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT t0 THE INSULATION ON THE SURROUNDING SURFACES. BEARING WALL �iiiiiuFAOVAI'I/4%iAP " 444444Fik 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R506. ALL FRAMING TO COMPLY WITH IRC SEC RS02. 6. 4 REFER t0 514EAR WALL SCHEDULE. (4) 2x4 LUS 210 HN GIRDER TRUSS MANF. 7 -_ = SES 6524'0.C. 4X4 PT POSt W/ EPCZ CAP 4 PB BASE 514 x 114 LVL ArS (3) 2x4 15 GLS MANF. TRUSSES •.C. 4=1 MANF. TRUSSES ° 24' O.C. ROOF FRAMING PLAN LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 FRAMING NOTES: CANTILEVER x REVIEWED FOR CODE COMPLIANCE M APPROVED AN 11 2.011 1. ALL MULTIPLE JOISTS OR BEAMS MUST EE BOTH GLUED AND NAILED W/ Sd NAILS ° 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2- ALL HEADERS TO BE 4x8 DF 02 UNLESS NOTED OTHERWISE.14E,, BE�TEDAT R 810 RIGIDLSI etLATONWALLS TO 3. SOLID BLOCK BENEATH ALL POINT LOADS Mal ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. _ 5. 0 MSTC 40 STRAPS PER STRUCTURALUNLESS NOTED OTHERUJISE 6. `REFER TO SHEAR WALL SCHED. SON FLOOR F1;k14MIN6 LAN 0 3 I/4"=1' -O" NOTE - FASTENERS FOR TREATED WOOD t0 BE NOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/5 INCH TO FACE OF STUD. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER c4 w.:.a eC 8 �aM � Era 43t4 Z v� 1-4 • N V 5)a 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: 11-29-1& 4 W/ IN 36" AF50 ROOF VENTS (50 5Q. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD t/16° LP FLAMEBLOCK FIRE - RATED OSB SHEATHING WATER BARRIER 2x6 STUDS 16' O.C. W/ R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING 16' 5/8' TYPE 'X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/S' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S' O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1-1EAD5 COVERED W/ JOINT COMPOUND. 51/2' THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR • MI= 2x6 STUDS 13 16' O.C. .xr r.- rtv✓ rt.-n.rr✓.•r.I rI..,I IaAI:rYwI 17 wI,I..l:.wh'•:atzL,).:r.:r:L,I..,tamR:C.atataG`3!,J �� 5/5' TYPE 'X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/5" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S' O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPB/WA 60-01 MIN. 1/16' CATAGORY LP FLAMEI3LOCK W/ PYROTITE SUFFACE FACING OUT EXTERIOR FACING 1. FIBER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STAND OR FIFER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING NO SCALE FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD UJALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 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 TI -IE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 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. EAVES 4 WALL WITH -41N 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED OSB SHEATHING OR /a' T'I'DE 'X' GYP SHT'C SIDING OR TRIM PER PLAN POST pE���s OR�uTS STRUCTURES FROM PROPERLY LINE NO SCALE W/ IN 36' sIRE-RESISTIV P!TAS 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. 5I 12 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' 81-IEATI-LING SIDING PER PLAN EAVES WITH-IIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM I14 t0 BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-a'. • MINIIPII,M STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 35' OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MMIIP'UM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC 831118.21 • SPIRAL STAIRS PROVIDE MN 1 1/2' RUN • A POINT 12' FROM WHERE TREAD IS NARROWEST PER IRC R3IL1.101 CONT HANDRAIL 34'-35' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS CONC 36'X364' 4' SPHERE SHALL NOT PASS THROUGH \ 4 1 12 10' MN. TREAD HANDRAIL TO HE PRESENT CN ON AT LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OP HANDRAILS HAVE CIRCULAR CROSS SECTION OP 1 ' MIN. 4 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OF W'. G. ALL REQUIRED GUARDRAILS TO BE 36' I MN. M HEIGHT OPENINGS POR REQUIRED GUARS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOW A SPHERE 4 HCEES (1Z2m) TO PASS THROWN. NOSIN�r.,-IMAX r 5 1X4 THRUST JOISTS PER PLAN 0131 JOT L2 MMI.HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS EXT RIOR { 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 44' GWS • CEILING, AND WALLS (3) 2X12 61RNC FIRE BLOCKHG • PIO-SPAN ANO H SW WALLS ALONG AND H LINE WITH STRINGERS P AREA UNDER STAIRS IS WrINISNED INTERIOR AL STAIR DETAIL AND NOTES COMPOSITION ROOF W/ 30° INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 8905285 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. ��°;�INSU - '! �i�ctitiii iiiililiiili Ii Sl ti►�.-- iiiiiiiitiiiiii_ It iiiitiitiillitiiiiiiiiiiilliliilii iliiliiitiiiliiiiliiiii�.�.��.11.� 12 aiikep 4", \V DOR .,.�;I= LION. T :. LYWOOD SUB-FLR D 4 NAILED t0 (SEE FRAMING PLAN FOR SIZE AND SPACING) MASTER BATH 'a ,' 1(1(1(,1)010 1()()l. R-30 INSULATION X R-30 INSULATION 'ASAGE: USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS N 1/2' GWB STUDY KITCHEN NOOK < TYP. INT. WALL 2 1/2' GUS 1E 2x4 STUD e 16' OC. 2x4 SOT. E FLOOR CONSTRUCTION: 3/4' TTG PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) HIGH DENSITY R-38 INSULATION P40 SCALE 2x SCREENED EAVE VENT BLOCKS W/(4) 21/,' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. 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-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD RECEIVED CITY OF UKWaLA DEC 13 2016 PERMIT CENTER 4' CONCRETE SLAB SLOPE TO DRAIN QSlQLQQQ 1SZnQQQS GRADE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. GRAALSPAGE 4' BARS 1S' O.C. STUD NOTCHING AND BORINGS - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. ro BUILDING SECTION 5/8"= 11-0" COPYRIGHT 2010 Landmark Deakin Inc. ALL RIGHTS RESERVED btfo'O!. i EVIEUW4,62R CODE UUIvIr-ui'?NCE APPROVED JAN 17 2011 City of Tukwila Uil- sNIG i sL/i ION TIGIHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC 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: 11-29-16 5 r , , c. I. A: / MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED OSB SHEATHING OR /a' T'I'DE 'X' GYP SHT'C SIDING OR TRIM PER PLAN POST pE���s OR�uTS STRUCTURES FROM PROPERLY LINE NO SCALE W/ IN 36' sIRE-RESISTIV P!TAS 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. 5I 12 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' 81-IEATI-LING SIDING PER PLAN EAVES WITH-IIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM I14 t0 BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-a'. • MINIIPII,M STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 35' OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MMIIP'UM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC 831118.21 • SPIRAL STAIRS PROVIDE MN 1 1/2' RUN • A POINT 12' FROM WHERE TREAD IS NARROWEST PER IRC R3IL1.101 CONT HANDRAIL 34'-35' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS CONC 36'X364' 4' SPHERE SHALL NOT PASS THROUGH \ 4 1 12 10' MN. TREAD HANDRAIL TO HE PRESENT CN ON AT LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OP HANDRAILS HAVE CIRCULAR CROSS SECTION OP 1 ' MIN. 4 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OF W'. G. ALL REQUIRED GUARDRAILS TO BE 36' I MN. M HEIGHT OPENINGS POR REQUIRED GUARS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOW A SPHERE 4 HCEES (1Z2m) TO PASS THROWN. NOSIN�r.,-IMAX r 5 1X4 THRUST JOISTS PER PLAN 0131 JOT L2 MMI.HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS EXT RIOR { 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 44' GWS • CEILING, AND WALLS (3) 2X12 61RNC FIRE BLOCKHG • PIO-SPAN ANO H SW WALLS ALONG AND H LINE WITH STRINGERS P AREA UNDER STAIRS IS WrINISNED INTERIOR AL STAIR DETAIL AND NOTES COMPOSITION ROOF W/ 30° INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 8905285 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. ��°;�INSU - '! �i�ctitiii iiiililiiili Ii Sl ti►�.-- iiiiiiiitiiiiii_ It iiiitiitiillitiiiiiiiiiiilliliilii iliiliiitiiiliiiiliiiii�.�.��.11.� 12 aiikep 4", \V DOR .,.�;I= LION. T :. LYWOOD SUB-FLR D 4 NAILED t0 (SEE FRAMING PLAN FOR SIZE AND SPACING) MASTER BATH 'a ,' 1(1(1(,1)010 1()()l. R-30 INSULATION X R-30 INSULATION 'ASAGE: USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS N 1/2' GWB STUDY KITCHEN NOOK < TYP. INT. WALL 2 1/2' GUS 1E 2x4 STUD e 16' OC. 2x4 SOT. E FLOOR CONSTRUCTION: 3/4' TTG PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) HIGH DENSITY R-38 INSULATION P40 SCALE 2x SCREENED EAVE VENT BLOCKS W/(4) 21/,' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. 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-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD RECEIVED CITY OF UKWaLA DEC 13 2016 PERMIT CENTER 4' CONCRETE SLAB SLOPE TO DRAIN QSlQLQQQ 1SZnQQQS GRADE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. GRAALSPAGE 4' BARS 1S' O.C. STUD NOTCHING AND BORINGS - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. ro BUILDING SECTION 5/8"= 11-0" COPYRIGHT 2010 Landmark Deakin Inc. ALL RIGHTS RESERVED btfo'O!. i EVIEUW4,62R CODE UUIvIr-ui'?NCE APPROVED JAN 17 2011 City of Tukwila Uil- sNIG i sL/i ION TIGIHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC 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: 11-29-16 5 -9- .► CLG OUTLET 1 b 1 3A0 HAIN LOOR ELTRIAL 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 LIGI4T 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 R303.6 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGI4T SOURCE LOCATED At THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER PROM 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. UPPER FLOOR LTSIAL ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. (BACKUBATTERY CABLE T.V. JACK PHONE • rnro UNDER COUNTER LIGHTS GAS OUTLET H0SE BIBS EXT. FAN VTOS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 172011 City of Tukwila BUILDING DIVISION RECTA CITY OF TU DEC 13 2016 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: 11-2e-16 6 r ENE4L STRUCTURAL NOTES ALL CONSTRUCTION SHALL SE IN CONFORMANCE WITH NE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kg : 1.0 25 PSF (SNOW) 15 PSF 40 PSF (RESIDENTIAL) 10 PSF SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se : 15 - IBC FIGURE 16133(1) Sae : 1.0, IE : 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 SEARM SURFACES SHALL 8E INSPECTED EY 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 FSE 01 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 514ALL 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 F'c : 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 L13 SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% t1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE I511i2 ". ALL CONCRETE 51-1ALL BE POURED MONOLITHICALLY BETUEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON J08 SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy : 60000 P5I) DEFORMED BARS IN ACCORDANCE WITH ,45111 SPECIFICATION A-615. 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 lye " 11/2" (5 AND SMALLER) 2" (°6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DP2 OR BETTER 2x FRAMING HP2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "UJWPA 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 140LES IN ACCORDANCE WITH AWPA 114. MAINTAIN 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 HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL 5E 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 8E FASTENED TO UJOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD SEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/RITC STANDARD A190.1, 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.SI-TALL BE CAMBERED ON A 3500' RADIUS UN.O. 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 LAGER 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 8E 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 t0 BE SIZED AND PROVIDED 13Y THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Po = 2,600 PSI, E 1,900,000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 08615-R BEARING LENGTH SHALL NOT BE LESS THAN 112". 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 12" 0.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d 8" OC. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL EE 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 Sci B 6" OC. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED UJOOD SHALL BE OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16c1 a 12" 0C. 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 UNO. 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 (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY 112" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED 114 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 WASHINGTON. 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 IN 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 8E BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY 114 ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR 51-1ALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WOR. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE J08 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. D0 NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOUN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT 51-10IUJN. VARIATIONS AND MODIFICATIONS TO UJORK SHOUN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, S) I"2" CDX 8d e 6" 0.C. 543" a 60" 0.C. Qall = 230 PLF A> OR 058 1I2" CDX 8c1 e 4" 0.C. 518" 6 32" 0.C. Qall = 350 PLF E> OR OSB 1/2" CDX ad 3" 06. >;i8" 16" OC. Qall = 450 PLF I:* OR Q5B USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / S2.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL 13E SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER 51-1ALL 8E STAINLESS STEEL OR OF 140T -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE 8Y 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 2308.32 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 8E (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0.C. STAGGERED. 4x10 31�xS14LVL J T J r 11 UPPER FLOOR A = 1,558 SQ FT � L_— j »-Cs1� TO TOP L^ I C C LSTA24 - BEAM TO TOP PLATEG 514 x 1114 LVL gg a 4x12 XXX A C STEM WALL 2'-0" 8" • 4 CONTINUOUS FTG. REINFORCE 4T 11-0" j, MINIMUM J 2 MAX. STEPPED FOOTING DETAIL SCALE: '4' • P-0' MSTC40 HOLDOWN. ALIGN WITH EMBEDDED SII - D TYPE WOLDOWN BELOW. SI-IE4TNING 4 NAILING PER PLAN. SPLICE TO OCCUR oN cot'M'10N MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE URO. 16d a 16" O.. SOLE PLATE NAILING:. 34" SUBFLODR (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 113" END DISTANCE. 2 x 6 STUD a lb' OZ. USE ABL STUD a ENDS CF SHEAR WALLS 4 HOLDOWNS. ASH GRADE 6'-0" MAX. 18" M14 10'-0" MAX. 2x NAILER AND PT SILL w/ gb"i ANCHOR BOLT 4 31 x 3" x 14" WASHER AT 5'-0' O.C. UNO. (ALT. MASA a 48" OAC) 5114D TYPE HOLDOWN FER PLAN. R4 BAR a 10" 0.0 - HORIZ 2'-0" 44 LBAR a 16" o:C. - vERT. MAXIMUM FINISH GRADE 44 BAR CONTINUOUS (TYP.) CRIPPLE WALL WITIH BACKFILL FOUNDATION SCALE s4• • P -m' �J LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) LSTA30 - :IDR 4 CU. TO 3x BLOCKING (TYPE 2 PLACES) 312x1114LVL_ 512x12iL8 MAIN FLOOR A : 1,244 SQ FT sh .�J C A T. 311 SQ FT 512x50 -B 4 x 12 0 r 1 1 314x1114bet. (TVP. OF 2 0 frti LSTA24 - BEAM TO TOP PLATE bib% 03 REVIENNE-D FOR CODE COMPLIANCE APPROVED JAN 1'7 2011 c B 1 o Tukwila, IV MLA DEC 13 2016 PERMIT CENTER COPYRIGHT 2016, SEGA ENGINEERS C.5 Cf) 0 kti cc% II NI II V II eO Nef N1 II NI ZCt <IIHZ(1_ 0 0 ao w a LIDe b 0 �o A 7 m ed CO as a aCto CO az 1111 z tu z Ilq 1"2" RATED 51-1EATHING Sde6"O.C. (4" oC. * SIM) 1/2" RATED SHEATHING 8d 6 6" OC. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) 8d. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING TRUSS PER PLAN DSL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" OC. STAGGERED DM 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6 6" OC. STAGGERED. 435 6 48" OC. (USE 24" OC. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR a 48" OC. SECURE w/ 434 EACH END. EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d64"OC.^ 2x BLOCKING w/ 16d 6 8" 0.C. 1/2" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) 8d TO 2x BLOCKING NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. TRUSS PER PLAN 2x BLOCKING w/ (2) ad TO STUD EACH END 2x STUD PER PLAN CONNECTOR STRAP PER PLAN. 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: IN • 1'-0' 2x STUD (NOT 6 5111) NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES ROOF FRAMING 6 GABLE END SCALE: I' • 1'-0' LOUDER ROOF FRAMING 6 SHEAR WALL SCALE: 1' • 1'-0" DRAG STRUT CONNECTION SCALE: I' • 1'-0' DBL 2x TOP PLATE SHEATHING 4 NAILING PER PLAN OR SCHEDULE. MSTC HOLDOWN STRAP PER PLAN SOLID RIM JOIST HDR PER PLAN. 2x JOIST PER PLAN ROOF SHEATHING PER PLAN 2x BLOCKING SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING TRIMMER STUD(S) TRUSS OR RAFTER PER PLAN 2x FRAMING PER PLAN. (BEAM AT SIM) JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. KING STUD 2x NAILER OR TRUSS w/ 16d 68" OC. 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6 6" O.C. STAGGERED. ROOF FRAMING 6 SHEAR UJALL SCALE: 11 • r-0' TYPICAL FLOOR FRAMING CONNECTION FRAMING AT INTERIOR SHEAR WALL SCALE: I' • r-0' LSCA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TVP) 2x SILL PLATE 3x BLOCKING (TVP) SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN 8d 6 6" OC. UNO MSTC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d e 8" OC. SOLE PLATE NAILING. RIM JOIST w/ (3) 16d a EACH JOIST 1/2" RATED SHEATHING 4 NAILING PER PLAN. LUS HANGER 5Y TRUSS SUPPLIER TRUSS PER PLAN. 8d * 6" OC. 34" SUSFLOOR SHEAR UJALL FORCE TRANSFER DETAIL TRUSS OR RAFTER (SIM ONLY) LUS HANGER JOIST PER PLAN (USE DBL w/ LUS210-2 6 HOLDOUJN) 2x BLOCKING w/ 435 FR4MING ANCHOR TO TOP PLATE. IMAM PER PLAN SHEAR WALL FRAMING AT FLUSH 'BEAM SCALE: 1" • 1'-0' TRUSS PER PLAN. JOIST PER PLAN LUS HANGER BY TRUSS SUPPLIER BEAM PER PLAN. MSTC HOLDOUN STRAP PER PLAN 10 FLOOR FRAMING CANT. JOIST 82.0 SCALE: 11 • 1'-0' SHEAR WALL FRAMING AT 'BEAM SCALE: IN • 1'-0' 8d 0 6" OC. 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) MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) FTG PER PLAN FINISH GRADE 18" 12" MIN. MIN. FLOOR FRAMING AT CRAWL SPACE SCALE: In .11.0' 2x STUD PER PLAN. USE MINIMUM 7., (2) 2x STUD e ENDS OF SHEAR WALLS 4 HOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT 6 S.O.G.) FINISH GRADE 12" MAX. (5.0.G. e sing 1'-6' MIN 2'-6" MAX. 8" ., I6d e 16" OC. SOLE PLATE NAILING. X34" SHEATHING ANCHOR BOLT w/ 3"x3"x14" WASHER. SEE SCHEDULE FOR SIZE 4 SPACING.USE 3/8" 4, AT 60" O.C. UN.O. 2x PT SILL STHD HOLDOUJN PER PLAN. -•4LBAR 624"O.C.-VERT. •4 5AR CONTINUOUS /-8"- 1'-4" FOUNDATION AT CRAWL SF'ACE SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 43"x3"x14 WASHER PER PLAN OR SCHEDULE. USE 3/8"4) 6 60" 0C. MIN. FINISH GRADE OR 6" MIN - SLAB ON GRADE 5THD HOLDOUJN PER PLAN 1'-6" MIN.r 1 8" ,1, 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER . A • • •4 BAR - HORIZ. •4 LBAR 8 24" O.C. - VERTICAL 04 BAR CONT. 1'-4" s FOUNDATION AT SLA'B ON GRADE SCALE: I' .11-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 10'-0" MAXIMUM 16" — f MINIMUM -1, TOP OF STEM UJALL ELEV. VARIES STHD14 HOLDOUN UNO. NAIL SHEATHING TO HDR 7-w/ 8d 6 3" 0.C. EACH WAY. FASTEN TOP PLATE TO HEADER /–w/ (2) ROWS 16d AT 3" 0C. • :/–(2) 2x STUDS (TVP) • •. • • 4 4 4x BLOCKING 0 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP 1). NAIL w/ (2) ROWS 8d 6 3" O.C. AT //-- PANEL EDGES. • . • . , , • (2) 2x PLATE. (NAIL RECEIVED SHT'G TO EA FLAW( OF UM FILA DEC 13 2016 PERMIT CENTER 2x PT SILL (2) 34". ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3"x 3" 1 GALV4NI • . _1 ri ; : ;� FOR FOUNDATI SPL AN!PLIANCE MIN. 8" TH I STEPS WL'`LViP •4 BAR TOP4 f39111att tik 0341BUILOiNG City of Tuik'smi1a COPYRIGHT 2016, SEGA ENGINEERS STRUCTURAL JOB 11-010