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Permit D18-0034 - CARY LANG CONSTRUCTION / KLUE LOT 1 - NEW SINGLE FAMILY RESIDENCE
KLUE LOT 1 13619 53 AVE S DI 8-0034 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 13619 53 AVE S Project Name: KLUE LOT 1 COMBOSFR PERMIT Permit Number: D18-0034 Issue Date: 3/7/2018 Permit Expires On: 9/3/2018 Owned. t' e ' Name: • CetRY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023 Contact Person: Name: CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Contractor: Name: CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 License No: 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: NEW SINGLE FAMILY RESIDENCE - 2802 SF LIVING SPACE, 577 SF GARAGE, 204 SF COVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, GRADING, POWER, STORM DRAINAGE, SANITARY SEWER, WATER, & STREET USE. Project Valuation: $223,433.05 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $9,005.93 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 t'1 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: No Permit Center Authorized Signature:���/VY u YLi,Y�r� Date:����18 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: Date: 377` ` 8 Print Name: Ciii ��` '` � r e This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 11: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: 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. 19: 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. 20: 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. 21: 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). 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: 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. 24: 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. 25: ***MECHANICAL PERMIT CONDITIONS*** 26: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 27: 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. 28: Manufacturers installation instructions shall be available on the job site at the time of inspection. 29: 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. 30: 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. 31: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 32: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 33: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 34: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 35: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 36: 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. 37: 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. 38: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 39: 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. 40: 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. 41: 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. 42: 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. 43: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 44: 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 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: 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. 47: 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. 48: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 50: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 51: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 54: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 55: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 56: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 57: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 58: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 59: 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. 60: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 61: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 62: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 63: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Private Sanitary Side Sewer Easement & Maintenance Agreement. 64: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Sanitary Sewer Agreement (Joint Side Sewer & Hold Harmless Agreement). 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 F.1 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 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 TUKJ^A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires':16 For o`ceuse onl C6 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: / 1 �� � (/e 5 -Kine Assessor's Tax No.: �%�D3�" �/�9'�Q 1 T ,,,r `/./-- PROPERTY OWNER Na -: Address: 2,905 y Alcl 44,e 5.e,ti Name: Phone: 7.. ;3 4 SFax: City State: in Address: Pho e: Fax: City: State: Zip: CON ' ACT PERSON — person receiving all project corn nication Na -: Address: 2,905 y Alcl 44,e 5.e,ti Add ess: Phone: 7.. ;3 4 SFax: City State: in Zip: Pho e: Fax: c�lEmail: //v�„� y / � 4 `t h O rrf'► r`G, co., . G ERAL CONTRACTOR INFORMATION -; Co any Name: Address: 2,905 y Alcl 44,e 5.e,ti City: / °%q( k' State: 1444,Zip: Cl 0,7 j Ti` Phone: 7.. ;3 4 SFax: Contr Reg No.: 6 01-3.3i 3rExp Date: 7/2.6-7,1, 10 Tukwila Business Lic$,hs ' .: 0 q v 4/q ARCHITECT OF RECORD Company Name: Se /"4._ Engineer Name: /w y../e9se/V vl t % Z Company Name: City: /44k D(:„0,,erw( State: �A Zip:9go/0 Phonlee 6o)Cy /O, Fax: Architect Name: Address: State: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Se /"4._ Engineer Name: /w y../e9se/V vl t % Z Address: 39 5T 2._ 2_...Jo/ City: /44k D(:„0,,erw( State: �A Zip:9go/0 Phonlee 6o)Cy /O, Fax: Email: 5P y 4 PN9 fn &e. QCvrricI9.5TINP± LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 5 L Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): 25o/ DoQ DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 s floor l 2 Lf tY // 2"d floor /55g Garage carport ■ C7 Deck — covered Nr uncovered ■ 2.. Q I Total square footage .35' P 3 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 35eo furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ 2 appliance vent wood/gas stove fuel type: ❑ electric gas ventilation fan connected to single duct water heater (electric) other mechanical equipment 2 1 5 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \201 l Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer 2, shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS rPERMIT 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. WATER DISTRICT ..Tukwila 0 ... Water District #125 0 ...Letter of water availability provided 0 .. Highline EWER DISTRICT Tukwila ❑...Valley View ❑ .. Renton 0 ...Sewer use certificate ❑ ... 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 (Storni Drainage) 0 .. Geotechnical Report ❑ ... Hold Harmless - (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) ... Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # Domestic Water 0 ...Sewer Main Extension Public 0 - or - Private ❑ ❑ ... Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment AveMONTHLY! ERVICE BILLING TO:K Name: C / . V/ L cin Car Z/ ,e- Day Telephone: 2-06r e// 2 --See57.3--- Mailing Address: 2_9e /� 2.....v -i. t 57 I _ � J-4 / 14.,4 144- 98e)3 City State Zip WATER METER REFUND/BILLING: .."/ Name: Day Telephone: 4 Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 1.511 PERMIT APPLICATION NOTES - AMICABLE 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 OW 1N'R OR AUTHORIZED AGENT: Signature: L Print Name: Mailing Address: Date: a/i 26'6- l 3-5 5$ �� � � ��"� ���` `� ��� - Day Telephone: � � City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 CTYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME K L ve. ( Low I) CAP? 14410G PERMIT # 1>1 8 – O o 3 1- 13epiq s3,rd tA;�• s.) If you do not provi 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 c 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 Tess th ategory: 2.50 5d0/IInDr/ 25ba Soo ?So an $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume /0 cubic yards $250 (1) 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 (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 7 s (1+4+5) $ 36 8 — The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 fl / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ (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 pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 2 50 (8) QUANTITY IN CUBIC YARDS RATE 50 or less i $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $7 (9) (°11E) tafti BULLETIN A2 �..j 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* 3/f- D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin A l Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 104 ' V 7 — 22 I. Other Fees $ I • - i Total A through I I'6* -G1-7 dols DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ `1 1 1/44-(, ss 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. (10) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017/ / Total Fee 0.75 $625 $6005 / $6630 1 $1125\ $15,01?Z0 $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 1'~- $157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 ,Temporary Meter 075" $300 2.5" $1,500 3 014711 sAg/I Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT 1 QUANTITY PAID $2,464.76 D18-0034 Address: 13619 53RD AVE 5 Apn: 0003000097 $2,464.76 DEVELOPMENT $2,399.17 PERMIT FEE R000.322.100.00.00 0.00 $1,454.04 PLAN CHECK FEE R000.345.830.00.00 0.00 $945.13 TECHNOLOGY FEE $65.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14258 R000.322.900.04.00 0.00 $65.59 $2,464.76 Date Paid: Monday, April 16, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25499 Printed: Monday, April 16, 2018 10:57 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $23,962.64 D18-0026 Address: Apn: 0040000398 $8,067.91 DEVELOPMENT $3,965.26 PERMIT FEE R000.322.100.00.00 0.00 $3,960.76 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 8104.345.851.00.00 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 $1,212.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $87.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $87.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $101.27 TECHNOLOGY FEE R000.322.900.04.00 0.00 $101.27 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 DEVELOPMENT $2,578.06 PERMIT FEE R000.322.100.00.00 0.00 $2,573.56 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 $1,558.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $118.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $118.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 1 of 2 CAWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT 1 QUANTITY PAID $23,962.64 ez D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 TECHNOLOGY FEE $157.84 TECHNOLOGY FEE R000.322.900.04.00 0.00 $157.84 D18-0054 Address: 12553 51ST PL S Apn: 0179002410 $2,959.75 DEVELOPMENT $2,709.75 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,709.75 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0055 Address: 12557 51ST PL S Apn: 0179002425 $2,925.93' DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPUCATION FEE R000.322.100.00.00 0.00 $250.00 D18-0056 Address: 12567 51ST PL S Apn: 0179002435 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13947 R000.322.100.00.00 0.00 $250.00 $23,962.64 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 2 of 2 SYSTEMS Cash Register Receipt City of Tukwila ReceipNumber DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY PAID $1,922.81 D18-0034 Address: Apn: $1,922.81 DEVELOPMENT $1,672.81 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,672.81 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13766 R000.322.100.00.00 0.00 $250.00 ;§ $1,922.81 Date Paid: Monday, February 12, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25315 Printed: Monday, February 12, 2018 12:28 PM 1 of 1 ClailWSYSTEMS 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 ProjecLu LOT . Ts's ection: �v Address: 1361953 S, Date Called: �( Special Instructions: Date Wanted: g- Zy -zoJ a=m. p.rri Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,11-_,L;Wii5 6104 inspector: L12 /) c II l Date: 2 o/ 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 �►�oc3Lf 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:uut. — L-42-"" Zteof lns ection: F- _ w lN� IY`�'' A1Gddddressss: 13(IS53/rV Date Called: Special Instructions: Date Wanted: '2 S' 2–.61K . a.m� p.m. Requester: i. -- SL.I b) LSC Phone No: 0de-/>~GPak r Approved per applicable codes. Corrections required prior to approval. COMMENTS:] _ f TIXAt F L Pe, S 4 Bcf,jci;',.;„ A7 4.L / S i. -- SL.I b) LSC -to pwig f-zkat i. 0de-/>~GPak r . �e Ao .) r© REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit C34/ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ld#1 T e of Inspection e.- F Address: 1,310. 3 Avr- S I Date Cal! Special Instructions: Date Wanted: Q' �7pm �3- 20tir p.m. Requester: Phone No: r applicable codes. LJ Corrections required prior to approval. COMMENTS: 'e -'i EFT Cert ar_ sz_rNVFLom- rmst4-70,-) — sf,,,& Inspector: 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 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:Y ,p I ,,�# Type offI,nspp_ection: AL Address: & /36J9 53 4vc.,: o1C GrcS Pcp-_ FIrr Special Instructions: Lo+ Date Wanted: am: Requester: Phone No: er applicable codes. Corrections required prior to approval. COMMENTS: Mr-,tct-it L - a 1< -tet bets. e rtood_ — n t( Inspector: `J Date: Q -1 ? ?oi - 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 F? -0031-1 INSPECTION INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projec : Lik*e---��- ##.1_,* Type of Inspection: �- - Re) Address: ►, ��� Date Called: ,—„�� �r , - 2 Dal /3/00 S'3 Special Instructions: Date Wanted: Q' —g z01g- a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: /" l-E,rG> ''41yF-FCM- – J5rf iio/ / ,—„�� �r , - 2 Dal nG/ cop eirvi , lll ���/✓✓✓ //��' - /r f ro�%id e /c(' ,epr - S LM/FL cr3Y-tvsht,l..± o►-) 16# , , en s Sfrt>) a). art V c 10' d r^t,,er. 2 jetirizzair C v t cv_c csf L� " all plito7 Z Inspector:c %J 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 [8- 0039 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Ll�1,L. — L0 f # � TYpe of M _ peCE FF Equ t 1 1�"�"�Y'1c Address: /36 19 53 Air-- £ , Date Called: I�e,1 c�L P Special Instructions: Date Wanted: 5?"-63°--zotr a.m. p.m. L ! LSeI % - /4 Y,/l,r_,-o £xkujf ,4,. Requester: Phone No: ic- 6 1 FAmt - LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: lam' H i c�L EFF( utf - /t/ ei ! .�r1 / << A-ee e_s S 1— M et�i l�t c4LL. ! / VM - L ! LSeI % - /4 Y,/l,r_,-o £xkujf ,4,. ic- 6 1 FAmt - ie} -p p r Ale, cc_S Date 2°6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DIS%co39 Project: N—.02 1.-qr1 Type of Inspection: G -w6 Address: /31pi9 5 3RD Avg , Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: ►i4 Approved per applicable codes. D Corrections required prior to approval. COMMENTS: 1==.tiC- GWi Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN ' CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di9-003% Project: Type of Inspection: LL rost4Le—h09 Address:...,/WA Ave. Date Called: 13619 53£. Special Instructions: Date Wanted:/ ra.m? 5 2512oig p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r>nv,_ Aa L "1' a Inspector:/) n Date: 5/25 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di g-ot3t/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr t � �� ���4i Type pec�t^ion; I4'_IIIX 1d3dre1s: d * MO_ Date Called: Date W ted:-� /� �/1 5-/ir C- 1, a m Special fnstructions,L p.m. Req ster: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 5/2.5/20/s/ 25 20/s/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ptg-DO321 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit. Inspection Request Line (206) 438-9350 (206) 431-3670 Project:Type KLuE of Inspection: FrAm‘>1/41-� &'6t, PYI t. "41 Address: rei 13(9I, 53--Avt. S. Date Called: S # brO , Ct Special Instructions: .( Lo t .L Date Wanted: 5- 23 - Zotr a.r p.m. Requester:_ n r Lot 44 ed fin uikciee t6Ltritif. Aitiosie,(r,-'i i it/A t v/ r-esSlit Ye- b (.JC„ s �.itx Phone No: 1i`� o Over , 2 1-' f oy' 6..� , ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: `- &'6t, PYI t. "41 _,--.- S # brO , Ct IYrie f5'eA "t- .3 " 0 IAA/ i d r- - 1,0kiv 7r p/de al- - .7 '2W C' �S7' fp lc() c, poi Ste / ,1- Sde 12.-4 r Lot 44 ed fin uikciee t6Ltritif. Aitiosie,(r,-'i i it/A t v/ r-esSlit Ye- b (.JC„ s �.itx O,rra� 1i`� o Over , 2 1-' f oy' 6..� , t.S$J� n.s,.S7ru4- ,+ ,3}C i((i, In p tor: /b? bS trd- atd a 7179 ptk REINSPECI1ON FEE REQUIRED.rior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. o -rrJ S 6 INS CTION NO. INSPECTION RECORD Retain a copy with permit Dt8 -mai/ PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Approved Tyee of Inspection: Address:353 r� Date C ed. Special Instructions: Date Wanted: a.m. 5-7-00/ Requester: Otr/ Phone N 20( — f1 Z3 —565-6— 5& Approved per applicable codes. LJ Corrections required prior to approval. OMMENTS: �-- � aD� d ® r Inspector: 3t-Ci rp.e), 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: SUE Lal- / T of Ins ection: �t / `�V� b at Address: /3019 Ake a Date Cal d: Special Instructions: Rolglf' a 04ONG— Date Wanted: 25-- /g am. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ie-?1,(AJAAlairg19,3).A. Inspector`n n co.,_ Date: �_/K 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 big Project: LUE - + Type 0 or ection� 4 l hi Address: Ave..5.d[ 13(019 5 �. / �. Special Instructions: Date Wanted 4/der Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ® Ex-leir-tor kerA — /,app,age r-\c'Ek r — *Pio vfeS inspector: Date: /9/6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /, 1. Type of Inspection: Address: 13619 53,te Date Calle Special Instructions: Date Wanted: ����,a a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: U.fiCle-Floa— FirA..,FI- Inspector:—q2 C Z Date: /3/z42/ 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 D13-00311 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: fcL , i 40141 -1 # �t !-� Type of Insplection: ton 4) v TrypJS Address: 13619 53 Ave. Se Date Called: if Special Instructions: LbT 441 Date Wanted:Ca.ttf. 3/2'112oI S p.m. Requester: Phone No: ElApproved per applicable codes. a Corrections required prior to approval. COMMENTS: kft- ogr PrS „k-- 464,1- Nre, ckiept-e4 a,I2 © V , Inspector: te,G Date: 3 J2 %h7�0 t 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit pia -O33/ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: KLUE Lo -r- Type of Inspection: Address: /3614 53,0 Avi.s', Date Called: Special Instructions: foul'!,- FOV 447TOQ w L Date Wanted: '.-/(?-/e) a.m Requester: Phone No: kApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: oft- 1 o f 1- FewA)D1 7O,d Inspector: Date: 3-l'7f3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: A/ j"- / L LIG L _ O Type of nspection: —'j"� et40 "� vP-''" -- / � 4.- Address:Contact Suite #: /33/ / 5-3 4 VE 5 erson: Special Instructions: Permits: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: — 6" /-1-4-t, ,s , ,•e.f( ./ w ifyiff "//135 — Boz -- ?1A( /i /3 -/ i- -- Z izr -- A 4, / = --- y �a-/ -- ,453 � Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 1,6e fo Z-3- Date: (,2z //1; Hrs.: Z . 0 n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INS°ECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITYOF TUKWILA FIRE DEPARTMENT 206-5754407 Project: tt VlA eL Sprinklers: 7.- .- Typeof Inspection: N Js, i Address:- Suite #: (3iS 9 3 vt. C., Con ct Person: Special Instructions: Ph a No.: I 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: //vs r -(7 p in/ 6 1 6.7 yitip-� � i�AsS • Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Z_ lG, re Date: 0 (///8 Hrs.: 1. p fl $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: 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 L2B-2802-2 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceiling' 493 0.026 Wood Frame Wall9•d" 21 int 0.056 Mass Wall R -Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall' 10/15/21 int + TB 0.042 Slabs R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date RECEIVED CITY OF TUKWILA FEB 1 2 2018 PERMIT CENTER Each dwelling unit in a residential 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 O 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. O 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. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. O 4. Additions less than 500 square feet: .5 credits REVIEWED FOR CODE COMPLIANCE APPROVED Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 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 r iAltt 0 5 /)j Cit of Tukwila0. 0 0 0 0 0 0.5 0 I] 1.5 0 "1200 kwh 0.0 3.50 1.0 *Please refer to Table R406.2 for complete option descriptions 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. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. b Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. 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 L2B-2802-2 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information RECEIVED CITY OF TUKWILA FEB 1 2 2018 PERMIT CENTER Ref. U -factor ENTRY DOOR 3 0.20 POWDER 36.0 0.28 DINING ROOM 26.88 0.28 GREAT ROOM 1 0.28 NOOK 6 0.28 NOOK 12 0.28 KITCHEN 5.60 0.28 • STUDY 20.0 0.28 BEDROOM 4 1 0.28 BEDROOM 4 5 0.28 STAIRS 3 0.28 BEDROOM 2 6 0.28 MASTER BEDROOM 0.00 0.28 MASTER BATH 1 0.28 BEDROOM 3 2 0.28 PLAYROOM 5 0.28 PLAYROOM 0.00 0.28 GARAGE/DWELLING DOOR 0.0 0.20 0.0 1 5 0.00 4 0.00 1 8 0.0 4 0.0 1 5 4 1 5 4 1 2 4 1 5 4 6 1 2 8 6 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 0.0 6 36.0 1 2 26.88 5 13.44 1 6 13.5 6 25.0 1 12 2.80 8 5.60 1 6 20.0 8 32.0 1 5 5.60 5 5.60 1 3 22.5 4 6 1 5 0.00 5 0.00 1 5 0.0 2 0.0 1 5 0.00 4 0.00 1 5 0.0 6 0.0 1 5 0.00 4 0.00 1 8 0.0 4 0.0 1 5 4 1 5 4 1 2 4 1 5 4 6 1 2 8 6 Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 10.0 2.80 36.0 10.08 96.0 26.88 48.0 13.44 25.0 7.00 13.5 3.78 25.0 7.00 10.0 2.80 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 8.0 2.24 22.5 6.30 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 1)11/OC�{ 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 0.00 473.8 129.64 Area 0.27 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 0.00 473.8 129.64 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 L2B-2802-2 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 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (seeFigure 1) Instructions Location of Ducts Instructions Design Temperature Difference (AT) AT= Indoor (70 degrees) - Outdoor Design Temp 2,802 8.5 Conditioned Volume 23,817 U -Factor X Area 0.30 U -Factor 0.50 474 X Area U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection = UA 142.20 = UA Area = UA 1,671 Area Area 2,471 Area 1,671 Area 43.45 UA UA 138.38 UA 41.78 UA F -Factor X Length UA No selection F -Factor X Length UA No selection 1 1 Duct Leakage Coefficient 1.10 Sum of UA Envelope Heat Load Sum of UA X AT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6X ATX.018 Building Design Heat Load 28,659 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,525 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 44,135 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 46 365.80 16,827 Btu / Hour FILU STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2B-2802-3 February 2, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2016 RECEIVED City of Tukwila CITY OF TUKWILA FEB 1 2 2018 Job No. : 11-076 Location: 13611 - 53rd Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers 18 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292'd PL (360) 886-1017 Black Diamond, WA 98010 D\s'W?i4- 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, Project L2-2802 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph Not) KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 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 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8' GWB 2.8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pf Reduction, Cs 6/12 pitch = 27 deg 25 psf (115% Load Duration) 0.00 (C1 = 1.1, other surfaces) Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL DECKS Residential 40 psf Total Floor Load 50.4 psf DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential -646-psf 65 Total Deck Load psf WALLS DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2' GWB 2.2 Copyright 2011, SEGA Engineers 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 PROJECT L1 - z of JOB NO. 11— 07u, FIGURED BY 61/1-1.— (360) 886-1017 • Fax (360) 886-1016 CHECKED BY ��.g C�i�L�S►'�� ���CiSptz �)C40)3,s�rull- DATE% SHEET Z- OF � w /17 (D,1L �314 )()— .41( :11,111'r7) s, .1,L. z 04 4C11,1"(G1)7--- 32.eA) 3 )e,,w iitio 1 bf?-1- aTEriAr 1 (0 o 1 5) (I = (, ,1,5C' 710 1-1 OD 161c - -Soo?'-rte wZ .sow t £L4'-- /)LoqcPtlz (3,z'`)(60,S')-L[�,S')�a-j`�'��6L� -0'`/,s--c9L. 73n, e Co'vEgfig 32 C 1`- /fr (Ail= C L)(?SR)±1oc,L-F (sz)(4sp,r)r (k)( 45P -n (q)-:- 3,s5-0' wz (su (SQ7),g) '÷ 1 IA-- (1, PA. ( c\-.C1)(1.LW/A)(-111--E) V= 1,4-/i,i r u‘c[t = 6),(4,13 ([L4`)(In')2 —70 /c) 3 )//,,v7 / /1^3 1) 14srw'' Copyright 2011, SEGA Engineers Li` �$ 3/2.X OL �YL L ✓L 4- 3'VzXf l')I L✓t-k- SEGA Engineers PROJECT / Structural & Civil Consulting Engineers LZ M - Z BoZ JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 6/k-,111 r.J 1 - ))t 1L {�Ccat 73,A oo� w, (10+8 )1 sb 7 jk) t Co 7g' WL 1' Corovr'L,` 11-07 L - FIGURED BY DATE 7i / SHEET OF 0, 4s ( 10i1" “1Lif = 1, L 3 3 L4o ) -L.- //,/, - 1' ////_' K 5'� )io ,,',NZ W-� P /////Lxwa u'e ' C=z,) -°??,>%, 1-/6- Xs f C, , )(4,P) - S6 o pe- = r ( OA) Cz' e 4 s M = c 11 ) C G,-39-- (qii i) (0,(.04 1Pr)(5 \ = fi' =014SC i(,11')L'r)Lt V,Ce13(054-1")(11 )Z= 710 74$p CA -F- L14 1 C 4 opJp) + /0,0/D6' V: 9,1' /HS- CD/3 HS- C /3 (1et9e) iLH Copyright 2011, SEGA Engineers kt 2I ti Y= 1) Z 5 .14 eau Ci 14- %-SIDz (IO k/Vk, 75 1' 3 0 14 z Tz' 1. 31 2- SEGA Engineers / PROJECT L.?, (v1— Zga Z / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 . CHECKED BY DATE I%I`i SHEET 4. OF JOB NO. 11 _� LP FIGURED BY AT rl '1M ldv(37 ` "tppt'JZ Fort a2 (Z)(3 v.p>) t ►oo ?'4)- (qr-3) (4T ') = %J .S/Lo'"`: ANC etri0 (sz) " Sbo (v)(cpy7) j-100?Lcj- (20 (40 jla-) - Z3,S"Li_ M = 00, 40(toPr)— ,z(Vb9t = Z cam + 5Y4 -t''/4 L✓'- ) (4 s i um) o. as(�"�(/I`)Z} 0,1z-i3,v)(07-= 01 l L 1>Pat F''r' ..c. N7 ? )"--- 7Pr (7, -K0)( -)x) --...),s...1",..:, 3VI,yr1 40 04- 1ql - d:70:77 -,4``)l -!)z` ISS.0v� v,,,,'' ' U. Copyright 2011, 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: 07/29/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F Sips W Eq. 12.14-11 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 = (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 WIND Design Wind Pressure, where, T = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 E = 12.1 kip = 8.6 kip 1.4 Ps = ? Kn P53o 0-15ft 20 ft 25 ft 30 ft 35 ft W total = 71 kips Eq. 28.6-1, Sect. 28.6.3 Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 p� = 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) P20 = ( 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) P35 = ( 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) + (30 ft) (1 ft) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, Vsts= (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. U • LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k F. = wX V (Eq. 12.14-12) W Froof = ( 32.9) (8.6 k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip ( 71.4 ) FX = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers L2.%1` 2,6 Z JOB NO. 11 - v 7 FIGURED BY 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 144u- siU;)•.) 5J - \i/4u_ -2 ,e)0011/37.5, -S-Sre4e t. = I°1't- i ' _ 44°' /1= 4-) 91)L,, / Carr DATE/t( SHEET 7OF J •a zto•f fz4 �' = j 1Fr J Z (9,0(� 4..11 37/nt 5—Uva c9��i� tc- 3 • rS' ' / o� y= �{)3S /oma• S, Copyright 2011, SEGA Engineers 4 ,JL ' 3' 5' t' ,4A- 3o' 1,s -nr foe et e: fit_ 3o' 1,s -nr foe SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 LaM - ZQ, o JOB NO. I� —�•�� FIGURED BY G �J (360) 886-1017 • Fax (360) 886-1016 CHECKED BY \44-1-L,7'tKi can) (00 N ) 5)(70, -11 4 $7 & ){ /)1.{ P ,Y1-0,74111 - DATE i12 -4/i/ SHEET OF 4'S` 31°427Afi-C•it 1/1/11c lir- 7- 3;o ( )(0)00,4 ) 5/z) 2+4.CJI = /z r .4zAA, Sig 1 --+►-w 114- (Et_ 1% J.' 126c" Uk (4N3-' )(i0' } (sz{.(nu)'1}).} (5' )V°1cP''"] = 3,z7icpf /1-" 3' a't 3 " cocs-re 3,z7(' /�,5' Gt L )s G' Sy kl},2 \/L-(Fi't_ ri v, 11V) Rol: v2. -C ' 3')(/,iielk�+(sz)-c)(/0-1-1)"}r(DciO4..7')27- 3,o174' f 5/4-0/7r, '04,1, Copyright 2011, SEGA Engineers 1_ 7= 1 rd I T33 SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (36Q) 886-1016 CHECKED BY Lz.M -7 OL JOB NO. 1)--(9/Cp FIGURED BY 4/4.7 - hrJ -'7 5�► ►� I l i * s' �1Z V—_ �, 2.7LP tt+- (112t )60')(/04'F).:(pi3%/144/ DATE/ L'/Z411, SHEETO/ OF r- W141/L (v ( U\ (Id)(la 4)0 3 r �,5�-//,s IJD4d #/ 1 3 Copyright 2011, SEGA Engineers 3 ch 11.=Z3' pk, 7.tre2, sn 3 /4 r SEGA Engineers /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (380) 886-1017 • FAX 886-1018 PROJECT L2B-2802 JOB NO. 11-076 FIGURED BY GAT CHECKED BY DATE 04/14/15 SHEET 10 OF 10 SHEAR WALL KEY PLAN L$TA30 - TO 3x (TTP. 2 151A24 - IgAN TO TCP PLATE 151434• BEM TO TOP PLATE L MAIN FLOOR A = 1,244 5Q FT A = FTS 5Q FT T? tf 1) SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> 1/2" OSB or CDX 8d @ 6" O.C. 5/8" @ 60" o.c. Qall = 230 plf B? 1/2" OSB or 8d @ 4" o.c. 5/8' @ 32" o.c. Qall = 350 plf / CDX 1/2" OSB or 8d @ 3" O.C. 5/8' @ 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: 1) All walls designated " b " are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. F3L2 Geotechnical Engineering Report Residential Development 13611 53rd Ave S Tukwila, Washington P/N 000300-0099. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 City of Tukwila February 2-,2018 RECEIVED FEB 13 2018 TUKWILA PUBLIC WORKS prepared for: 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 P1205 -T18 RECEIVED CGFTY OF TUKWILA FEB 1 2 2018 PERMIT CENTER OIVOCYN TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -2 A -2...A-3 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 2, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Residential Development 13611 53rd Ave S Tukwila, Washington P/N 000300-0099 MGI Project P1205 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. MGI previously prepared a Geotechnical Engineering Report, dated June 15, 2017, addressing the development of the residential parcel identified as parcel number 000300-0099. Since the time of preparation of that report, the subject property has been subdivided into two resultant residential lots. The purpose of this evaluation is to address the development of Lot 1, which corresponds with the mailing address 13611 53rd Ave S in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of a roughly rectangularly -shaped, residential lot located immediately northwest of the intersection of S 137th St and 53rd Ave S in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject property is resultant of a recent two -lot short -plat of the residential parcel identified as parcel number 000300-0099. This property is fully developed, with an existing residence originally constructed in 1902 being situated centrally, within the western half of the parcel, and a detached garage occupying the northeast corner of the project area. A smaller gazebo is also located immediately east of the residence. Access to the Page 1 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 property is gained through two locations; a smaller driveway located towards the northeast corner of the parcel, adjacent to the detached garage, and the primary driveway located towards the southeast corner of the project area. Lot 1, the subject of this evaluation, comprises roughly the southern half of the parent property, a region largely occupied by yard space and vegetation. Improvement plans involve the demolition of existing site features, the clearing/stripping of the property, and the development of Lot 1 for residential purposes. Site produced stormwater will be retained on site if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on June 9, 2017. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on June 9, 2017; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 Centrally, southern half of the parcel number 000300-0099 South of the existing detached garage, east of the existing residence 8 8 The specific number and locations of our explorations were 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 explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. Migizi Group, Inc. Page 2 of 12 wasal("Egot Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate 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 logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a roughly rectangularly -shaped, residential lot located immediately northwest of the intersection of S 137th St and 53rd Ave S in Tukwila, Washington. The subject property is resultant of a recent, two -lot short -plat of the residential parcel identified as parcel number 000300-0099. The subject property is situated in a densely populated residential area west of the Foster Golf Links. Outside of the adjacent existing residence, detached garage, and smaller gazebo, the project area is occupied by lawn space and a dense growth of fir, cedar and maple trees, containing a thick understory of blackberry bushes and other brush. The project area is gently sloped, generally descending from south to north at gradients of less than 10 percent; with approximately 10 feet of elevation change observed over the extent of the property. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a surface mantle of sod/topsoil, underlain by native glacial till and advance outwash soils. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition and is commonly underlain by advance outwash soils. Advance outwash deposits are generally comprised of sands and gravels deposited by pro -glacial streams and rivers issuing from the advancing ice sheet. Underlying a surface mantle of the sod and topsoil, we encountered native glacial soils, at a depth of 18 inches to 2 feet below existing grade. This material was generally comprised of very dense, Migizi Group, Inc. Page 3 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 gravelly silty sand, though the upper 1 to 21/2 feet of these deposits were heavily weathered and mottled, indicating the propensity of this soil group to limit or inhibit the transmission of surface water into the subsurface. At a depth of 41/2 to 7 feet below existing grade, glacial till soils transitioned to the more granular advance outwash sediments. This soil group comprised of dense fine to medium sand with silt. Advance outwash deposits were encountered through the termination depth of each of our subsurface explorations; a maximum depth of 8 feet below existing grade. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in either of our subsurface explorations, which extended to a depth of 8 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. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will not 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 slowly permeable, to relatively impermeable glacial till soils at shallow depths, with extensive soil mottling being observed throughout the course of our test pit explorations. Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project. Site produced stormwater should be managed through dispersion, or other appropriate means. 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 D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss =1.484 g SMs =1.484 g Sos = 0.989 g Si = 0.555 g SMl = 0.833 g Sol = 0.555 g Migizi Group, Inc. Page 4 of 12 Cary Lang Construction — Residential Development, 13611 53'd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 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 1.48 g and Sa at a period of 1.0 seconds is 0.83 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 0.99 g and Sa at a period of 1.0 seconds is 0.56 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. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of existing site features, the clearing/stripping of the property, and the development of Lot 1 for residential purposes. Site produced stormwater will be retained on site if feasible. We offer these recommendations: Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. We anticipate that adequate bearing soils will be encountered within two feet of existing grade existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on properly compacted structural fill extending down to these soils. We anticipate that adequate bearing soils will be encountered within two feet of existing grade. 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). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate 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 explorations, we expect that site excavations will predominately encounter densely consolidated glacial till soils and advance outwash sediments. Both of these soil groups can be readily excavated utilizing standard excavation equipment, though special teeth, or "rippers", may need to be utilized in order to rapidly excavate glacial till soils. Dewatering: Our explorations did not encounter groundwater within their termination depths, 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 H: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 Migizi Group, Inc. Page 6 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, 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. • Glacial Till: Underlying a surface mantle of sod and topsoil, native glacial till soils were encountered; generally consisting of dense, gravelly silty sand. These soils are moderately 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. • Advance Outwash: Encountered beneath glacial till deposits at a depth of 41/ to 7 feet below existing grade, this soil group consisted primarily of dense, fine to medium sand with silt. Advance outwash soils are an ideal source for site produced structural fill and can be reused as such under most weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. Migizi Group, Inc. Page 7 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing which extend down to soils described above. We anticipate that adequate bearing subgrades will be encountered within 2 feet of existing grade, within the fine-grained recessional outwash soils. 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 moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Migizi Group, Inc. Page 8 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 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. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on properly compacted structural fill which extends down to soils described above. We anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. We offer the following comments and recommendations concerning slab -on - grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Drainage Systems In our opinion, the proposed residences should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that the residence 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 Migizi Group, Inc. Page 9 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. 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 Migizi Group, Inc. Page 10 of 12 95 percent 90 percent 95 percent Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 Cary Lang Construction — Residential Development, 13611 53rd Ave S, Tukwila, WA Geotechnical Engineering Report February 2, 2018 P1205 -T18 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. MCI 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. Ouzo, feryz! erg. Zach J. Logan James E. Brigham, P.E. Staff Geologist Principal Engineer Migizi Group, Inc. Page 12 of 12 z 0 0 0 a 0 z 0 0 0 (o (0 yn TOPO! map printed on 06/15/17 from "Untided.tpo" 122° 9.000' W 122°18.000' W 122°17,000' W 122°16,000' W 122°15.000' W 122°14.000' W WG584 122°13.000' W �q I 1 ri ,IIIA ''' 'Tqr i4i . . ' kS 1' \, I 1 :\ 1 �\k 15 1��kro ilk . ..,, i 1 , A , 1 `:I , ull ` -, Ilia min i 411. NEI III 4111 lifffl, i is„ ,., ,,LI%j11t\p;1 , ,,„ al( „, • lit l ,,,,Itiii 01 ”„-, • It; W' i lia ` �_ 1 Ili S1 1 IF\I1tiv i�, 4,4,11‘ i -.Tix. . PO Farr ri 0 , R , / / s , `', lc` '� u. N �, '4... lo 0 �,. Jill"! �v ,„ i i i.1, , \ N, , . . 0 7, '•�'�". lin r rI ` ‘' 0 3 i ~ , {{ \ +1 li.,;;\ , !r " IL ' � k w 1,1•\ l‘';,r '',��.. t \00# ,P , i,,,,' �„ n \ ' iik \:k,\ t: 44 '41fle,.., i\ j'. ,4 µ,"1. 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Q;co mY U — F - z z Z w o dp Z---�_I__ —J } Q W 04- a� O Hi OW a 1V 0 1— p00E5 ce 0 a—y5 a Li 0 Ni ~ 50 05003 U 0 <00<`.}I w 00ZN Q Tr 0Q Tr Tr Z5—O s_ • CD 0)OOKWW zma Li.00EMcri N co tv c1.0an • 0 LoLo Q I— NN SHEET TITLE: Site DESIGNER: m N Cs E 8 2 rn N .0) APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 0 0 z 0 z Z 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW 1 i j ..,;Ii' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP ?• 0.C5'.< ):: D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM �'. o SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES OVER 15% FINES GC ' l''I 4• 1 CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES 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 NO. 4 SIEVE SANDS WITH SM • '•:• SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC r 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 A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL--_—_ -- ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW , PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ��C/ ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt /„‘ PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value @ Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test I Auger Cuttings TC Cyclic Triaxial WI Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability a Water Level at Time of Drilling PP Pocket Penetrometer Y. Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 IVIIGIZI 111. f iiiili) GROUP EON aUMW Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 13611 53rd Ave S Geotech PROJECT NUMBER P1205 -T18 PROJECT LOCATION Tukwila, Washington DATE STARTED 6/9/17 COMPLETED 6/9/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION AFTER EXCAVATION --- TEST PIT SIZE H -- 0- 0.0 -,o-0.0 U_ 2 Ur (1-0 O MATERIAL DESCRIPTION 2.5 5.0 7.5 Sod and topsoil 1.0 SM SM SM 1.5 (SM) Red/brown fine silty sand (medium dense, moist) (SM) Light brown mottled fine silty sand with some gravel (medium dense, moist) (Weathered Glacial Till) 4.0 7.0 (SM) Gray silty sand with gravel (very dense, moist) (Unweathered Glacial Till) SP - SM 8.0 (SP -SM) Gray/brown fine to medium sand with silt (dense, moist) (Advanced Outwash) 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 8.0 feet. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction TEST PIT NUMBER TP -2 PAGE 1 OF 1 Figure A-3 PROJECT NAME 13611 53rd Ave S Geotech PROJECT NUMBER P1205 -T18 PROJECT LOCATION Tukwila, Washington DATE STARTED 6/9/17 COMPLETED 6/9/17 GROUND ELEVATION EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION AFTER EXCAVATION --- TEST PIT SIZE 2.5 5.0 7.5 w 0 J2 CL D 2z ui 0 vi U_ 0 Q - c). O 1, .0. 1.0 Sod and topsoil MATERIAL DESCRIPTION SM SM SM (SM) Red/brown fine silty sand (medium dense, moist) 2.0 (SM) Gray/brown mottled fine silty sand with some gravel (very dense, moist) (Weathered Glacial Till) 3.0 4.5 (SM) Gray silty sand with gravel (very dense, moist) (Unweathered Glacial Till) SP - SM 8.0 (SP -SM) Gray/brown fine to medium sand with silt (dense, moist) (Advanced Outwash) No caving observed No groundwater seepage observed The depths on the test pit Togs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 February 2, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2010 City of Tukwila BUJ Abandoned Underground Coal Mine Hazard Assessment Residential Development 13611 53rd Ave S Tukwila, Washington P/N 000300-0099 MGI Project P1205 -T18 Dear Mr. Lang: RECEIVED FEB 13 2018 TUKWI LA PUBLIC WORKS RECEIVED CITY OF TUKWILA FEB 1 2 2018 PERMIT CENTER As requested by the City of Tukwila Public Works Department, Migizi Group, Inc. (MGI) has made an evaluation of the Abandoned Underground Coal Mine Hazards at the property identified as Parcel Number 000300-0099. We have also performed a geotechnical engineering study for this project and present our findings and recommendations for the geotechnical aspects of project design and construction in a separate report dated February 2, 2018. Our scope of services is limited to surface observations, geotechnical research, and letter preparation. This letter 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 practice. PROJECT DESCRIPTION The project site consists of an irregularly-shaped, 0.38 -acre residential parcel located immediately northwest of the intersection of S 137th St and 53rd Ave S in Tukwila, Washington. The subject property is fully developed with an existing residence originally constructed in 1902 being situated centrally, within the western half of the parcel, and a detached garage occupying the northeast corner of the project area. A smaller gazebo is also located immediately east of the residence. Access to the property is gained through two locations; a smaller driveway located towards the northeast corner of the parcel, adjacent to the detached garage, and the primary driveway located towards the southeast corner of the project area. Page 1 of 4 br64xPft1- Cary Lang Construction —13611 53rd Ave S, Tukwila, WA Abandoned Underground Coal Mine Hazard Assessment February 2, 2018 P1205 -T18 Improvement plans involve the demolition of existing site features and the eventual short -plat of the property. The short -plat will divide the property north/south into two roughly equidimensional parcels. Each lot will be potentially developed for residential purposes, with preliminary plans having the southernmost resultant parcel being developed first. Site produced stormwater will be retained on site if feasible. SITE CONDITIONS The subject property is situated in a densely populated residential area west of the Foster Golf Links. Outside of the existing residence, detached garage and smaller gazebo, the project area is occupied by lawn space and a dense growth of fir, cedar and maple trees, containing a thick understory of blackberry bushes and other brush. The project area is gently sloped, generally descending from south to north at gradients of less than 10 percent; with approximately 10 feet of elevation change observed over the extent of the property. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with or have been physically altered by the Vashon glacial event. Underlying a surface mantle of the sod and topsoil, we encountered native glacial till at a depth of 18 inches to 2 feet below existing grade. This material was generally comprised of very dense, gravelly silty sand, though the upper 1 to 21/2 feet of these deposits were heavily weathered and mottled, indicating the propensity of this soil group to limit or inhibit the transmission of surface water into the subsurface. At a depth of 41/2 to 7 feet below existing grade, glacial till soils transitioned to the more granular advance outwash sediments. This soil group was comprised of dense fine to medium sand with silt. Advance outwash deposits were encountered through the termination depth of each of our subsurface explorations; a maximum depth of 8 feet below existing grade. MINE ACTIVITY AND LOCATION DESCRIPTION To prepare this evaluation, we reviewed several documents and had communication with individual's familiar with mining operations in this area. We reviewed documents on file at the Department of Natural Resources. Our review included: 1. Abandoned Underground Coal Mine Hazard Assessment, Tukwila, Washington, by Hart Crowser Inc., May 3, 1990. 2. Northwest Improvement Company, map showing location of coal mines, Pierce and King Counties, November 10, 1932. 3. Preliminary Geologic Map and Brief Description of the coal field of King County, Washington, Walter Warren, Haans Norbisrath, Rex Grivetti, and S.P. Brown, 1945. Migizi Group, Inc. Page 2 of 4 Cary Lang Construction —13611 53rd Ave S, Tukwila, WA Abandoned Underground Coal Mine Hazard Assessment February 2, 2018 P1205 -T18 4. Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS), 2004. Our review indicated that this general area is in the vicinity of the Tukwila Mine which was operated by the Foster Coal Company between 1931 and 1935. Published reports indicate that 824 tons of coal were produced from this mine and the mining was terminated when it became difficult to handle water inflows and the amount of coal being obtained was small. There are no maps that indicate the precise locations of the mine workings. The general area of the coal seam associated with Tukwila Mine appears to extend roughly from the project site southward to S 141st Street. The general extent of the coal mine area appears to be from the base of the hillside adjacent to Interurban Ave S; extending about 50 to 75 feet up the hillside. There were apparently three reported areas of depressions or minor collapses associated with this mine. These were all in the area south of S 139th Street, approximately 500 feet south of the subject property, and were apparently associated with small mine shafts. Our review of the old maps also indicates that three mine prospect areas (adits) were also located in the general area south of S 139th Street. There are no reported or mapped areas of mining, entries or subsidence in the immediate vicinity of the project site. From our review of the information from the above references, it is apparent that some mining was conducted in this general vicinity. The amount of coal removed was small. The mining areas as well as some areas of reported localized subsidence appear to be primarily in the area south of S 139th Street, about 500 feet south of the site. Based on this information, it is our opinion that no significant mining occurred in the immediate vicinity of the subject site. Therefore, the potential hazard to the site from abandoned underground coal mines is low. Migizi Group, Inc. Page 3 of 4 Cary Lang Construction —13611 53rd Ave S, Tukwila, WA Abandoned Underground Coal Mine Hazard Assessment February 2, 2018 P1205 -T18 CLOSURE The conclusions and recommendations presented in this letter are based, in part, on our interpretations and assumptions regarding subsurface conditions; therefore, if variations in the site conditions are observed at a Iater time, we may need to modify this letter to reflect those changes. We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zac L. Logan Staf Geologist PO Box 44840 Tacoma, WA 98448 (253) 537-9400 Migizi Group, Inc. Page 4 of 4 James E. Brigham, P.E. Principal Engineer MIeI: r.; MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J1600472 L2 2802-3L The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K1725343 thru K1725361 My license renewal date for the state of Washington is May 16, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. REVIEWED FOR CODE COMPLIANCE MAR 052018 City of Mtwila RECEIVED CITY OF TUKWILA February 11,2016 FEB 1 2 2018 PERMIT CENTER Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 1)i ►-oo* Job Truss Truss Type Qty Ply L2 2802-3L K1725343 J1600472 A01 CALIFORNIA GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-11-14 11-10-71 4-2-13 7-7-14 1 11-2-0 163-5 21-4-11 I 76-6-0 1-10-7 4-2-13 3-5-1 3-6-2 0-9-14 4-3-7 5-1-6 5-1-5 4.00 12 3x6 3 10x10 \\ 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:01 2016 Page 1 I D:fPVd nE_YkwaL30Gt8uq Rs7yvar_-TwYumFKYwUvR4EYIcuuIWO9TySyyKdM uOl p1 oKzmAsu 2x4 11 4x8 = 8x8 - 31-7-5 5-1-5 36-8-11 i 41-0-2 41001-0 45-4-2 i 48-9-3 I 53-0-0 4-10-71 5-1-6 4-3-7 0-9-14 3-6-2 3-5-1 4-2-13 1-10-7 Scale = 1:98.3 4x8 - 2x4 11 3x6 % -3 34 6 35 36 7 37 38 8 394041 94243 44 10 45 4 10x10 // 11 46 3x6 12 3x6 13 14 1 N 4x10 = 47 28 48 27 4950 26 51 2x4 11 4x4 4x4 = 52 25 23 24 5354 5556 6x18 MT18H - 2x4 1 5x10 = 4-2-13 7-7-14 11-2-0 1 16-3-5 21-4-11 4-2-13 3-5-1 3-6-2 5-1-5 5-1-6 Plate Offsets (X,Y)-- [2:0-1-6,0-0-21 18:0-4-0 0-4-81 114:0-1-6,0-0-2] 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 NO Code IRC2012/TP12007 26-6-0 2257 5859 21 6061 20 19 62 4x8 = 2x4H 5x10 = 5-1-5 6x18 MT18H = 63 6418 65 4x4 = 17 66 1%7 4x4 = 2x4 11 68 4x10 = 31-7-5 1 36-8-11 41-10-0 45-4-2 48-9-3 53-0-0 5-1-5 5-1-6 5-1-5 3-6-2 3-5-1 4-2-13 O 9 CSI. TC 0.63 BC 0.57 WB 0.97 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.97 22 >654 240 Vert(TL) -1.99 22 >319 180 Horz(TL) 0.35 14 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 615 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* T2: 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=4686/0-5-8, 14=4686/0-5-8 Max Horz2=51(LC 12) Max Uplift2=-822(LC 4), 14=-822(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-13558/2381, 3-4=-13122/2401, 4-5=-12456/2354, 5-33=-14914/2919, 33-34=-14914/2919, 6-34=-14914/2919, 6-35=-14914/2919, 35-36=-14914/2919, 7-36=-14914/2919, 7-37=-17402/3499, 37-38=-17402/3499, 38-39=-17402/3499, 8-39=-17402/3499, 8-40=-17402/3499, 40-41=-17402/3499, 41-42=-17402/3499, 9-42=-17402/3499, 9-43=-14914/2918, 43-44=-14914/2918, 10-44=-14914/2918, 10-45=-14914/2918, 45-46=-14914/2918, 11-46=-14914/2918, 11-12=-12456/2353, 12-13=-13122/2400, 13-14=-13558/2380 BOT CHORD 2-47=-2263/12833, 28-47=-2263/12833, 28-48=-2263/12833, 27-48=-2263/12833, 27-49=-2245/12434, 49-50=-2245/12434, 26-50=-2245/12434, 26-51=-2194/11908, 51-52=-2194/11908, 25-52=-2194/11908, 24-25=-3284/16801, 24-53=-3284/16801, 53-54=-3284/16801, 23-54=-3284/16801, 23-55=-3284/16801, 55-56=-3284/16801, 56-57=-3284/16801, 22-57=-3284/16801, 22-58=-3253/16801, 58-59=-3253/16801, 59-60=-3253/16801, 21-60=-3253/16801, 21-61=-3253/16801, 61-62=-3253/16801, 20-62=-3253/16801, 19-20=-3253/16801, 19-63=-2148/11908, 63-64=-2148/11908, 18-64=-2148/11908, 18-65=-2195/12434, 65-66=-2195/12434, 17-66=-2195/12434, 17-67=-2212/12833, 16-67=-2212/12833, 16-68=-2212/12833, 14-68=-2212/12833 WEBS 3-27=-437/20, 4-27=-81/756, 4-26=-628/65, 5-26=0/546, 5-25=-844/3812, 6-25=-747/268, 7-25=-2398/600, 7-23=0/370, 7-22=-228/838, 8-22=-709/361, 9-22=-229/838, 9-21=0/370, 9-19=-2398/600, 10-19=-747/268, 11-19=-845/3812, 11-18=0/546, 12-18=-628/65, 12-17=-81/756, 13-17=-437/20 Structural wood sheathing directly applied or 3-4-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -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, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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. Continued on page 2 February 11,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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/1811 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725343 J1600472 A01 CALIFORNIA GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:01 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-TwYumFKYwUvR4EYIcuuIWO9TySyyKdMuO1p1oKzmAsu NOTES - 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=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) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) except (jt=Ib) 2=822, 14=822. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 460 Ib down and 217 Ib up at 12-0-8, 151 Ib down and 106 Ib up at 14-0-12 , 116 Ib down and 92 Ib up at 16-0-12, 125 Ib down and 137 Ib up at 18-0-12, 125 Ib down and 138 Ib up at 20-0-12, 125 Ib down and 139 Ib up at 22-0-12, 125 Ib down and 139 Ib up at 24-0-12, 125 Ib down and 140 Ib up at 26-0-12, 125 Ib down and 140 Ib up at 26-11-4, 125 Ib down and 139 Ib up at 28-11-4, 125 Ib down and 139 Ib up at 30-11-4, 125 Ib down and 138 Ib up at 32-11-4, 125 Ib down and 137 Ib up at 34-11-4, 116 Ib down and 92 Ib up at 36-11-4, and 151 Ib down and 106 Ib up at 38-11-4, and 460 Ib down and 217 Ib up at 40-11-8 on top chord, and 66 Ib down at 2-0-12, 67 Ib down at 4-0-12, 567 Ib down and 156 Ib up at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 14-0-12, 67 Ib down at 16-0-12, 67 Ib down at 18-0-12, 67 Ib down at 20-0-12, 67 Ib down at 22-0-12, 67 Ib down at 24-0-12, 67 Ib down at 26-0-12, 67 Ib down at 26-11-4, 67 Ib down at 28-11-4, 67 Ib down at 30-11-4, 67 Ib down at 32-11-4, 67 Ib down at 34-11-4, 67 Ib down at 36-11-4, 67 Ib down at 38-11-4, 67 Ib down at 40-11-4, 67 Ib down at 42-11-4, 67 Ib down at 44-11-4, 567 Ib down and 156 Ib up at 46-11-4, and 67 Ib down at 48-11-4, and 66 Ib down at 50-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-11=-70, 11-15=-70, 2-14=-16 Concentrated Loads (Ib) Vert: 28=-30(F) 25=-30(F) 6=-116 10=-116 19=-30(F) 16=-30(F) 33=-460 34=-151(F) 35=-125 36=-125 37=-125 38=-125 39=-125 40=-125 41=-125 42=-125 43=-125 44=-125 45=-151(F)46=-460 47= -29(F)48= -567(F)49= -30(F)50= -30(F)51= -30(F)52= -30(F)53= -30(F)54= -30(F)55= -30(F)56= -30(F)57= -30(F)58= -30(F)59= -30(F) 60=-30(F) 61=-30(F) 62=-30(F) 63=-30(F) 64=-30(F) 65=-30(F) 66=-30(F) 67=-567(F) 68=-29(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 MiTel& 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. rJI^ MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725344 J1600472 A02 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 11-10-71 7-2-0 1-10-7 7-2-0 13 I 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:02 2016 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-y75G_bKAho 1 IiN7x9bP_2badpsl n3E 11 dhZaKmzmAst 15-11-14 39-8-0 1 4.00 12 6-2-0 1-12 6-8-13 0-8-2 3x6 8x10 = 4 5 7-6-10 2x4 II 4x8 = 4x4 = 6 7 8 6-8-13 0-8- 6-2-0 1-11-12 8x10 =3x6 9 10 7-2-0 -10-7 Scale = 1:98.1 2x4 \\ 3 2x4 // 11 2 4x10 = 21 20 19 4x4 = 6x6 = 4x4 = 18 4x10 = 9-0-0 15-3-12 117-8-0 22-8-11 9-0-0 6-3-12 2-4-4 5-0-11 17 16 15 6x6 = 4x4 = 4x6 = 30-3-5 7-6-10 35-4-0 137-8-4 44-0-0 5-0-11 2-4-4 6-3-12 14 4x4 = 53-0-0 4x10 = 9-0-0 O Plate Offsets (X Y)-- 12:0-5-0 0-2-41 15:0-5-0 0-2-01 19:0-5-0 0-2-01 [12:0-5-0 0-2-41 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 IRC2012/TPI2007 CSI. TC 0.69 BC 0.53 WB 0.37 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.6717-18 >946 Vert(TL) -1.41 17-18 >452 Horz(TL) 0.28 12 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 293 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* T2: 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* W3,W2,W1: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2410/0-5-8, 12=2410/0-5-8 Max Horz 2=67(LC 12) Max Uplift2=-187(LC 4), 12=-187(LC 5) 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=-6354/403, 3-4=-6064/382, 4-5=-5276/360, 5-6=-6074/393, 6-7=-6074/393, 7-8=-6074/393, 8-9=-6081/394, 9-10=-5275/359, 10-11=-6064/381, 11-12=-6354/402 BOT CHORD 2-21=-368/5990, 20-21=-273/5181, 19-20=-247/5079, 18-19=-247/5079, 17-18=-259/6081, 16-17=-189/5077, 15-16=-189/5077, 14-15=-215/5180, 12-14=-310/5991 WEBS 10-15=-268/128, 5-18=-126/1388, 6-18=-547/125, 8-17=-657/145, 9-17=-128/1399, 10-14=-36/721, 11-14=-475/122, 4-20=-265/130, 4-21=-36/720, 3-21=-475/122, 5-20=-43/384, 9-15=-43/382 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 8-18 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) V(IRC2012)=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) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 2=187, 12=187. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 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 L2 2802-3L K1725345 J1600472 A03 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, 0 11-110-10-77 Arlington,WA 98223 7-2-0 13-4-0 7-2-0 6-2-0 20-0-0 19-3-12 19-11114 26-6-0 5-11-12 0-8-2 6-6-0 0-0-2 4.0012 8x8 \\ 6x8 % 2x4 11 6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:03 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ QJfeBwLoS599JXi8jlwDbpEmDGewociBsKIBsCzmAss 33-8-4 33-0-0 33-Q139-8-0 I45-10-0 53-0-0 §¢]¢II 6-6-0 0-d-2 5-11-12 6-2-0 7-2-0 i -10-7 0-8-2 tz 2x4 \\ 3 8x8 1/ 6x8 8 ‘11111- 2x4 // 9 Scale = 1:98.1 4x10 = 16 4x4 = 15 21 8x8 = 22 14 4x8 = 23 24 13 8x8 = 9-0-0 I 17-8-0 11-712T 26-6-0 33-8-4 [ 7-2-4 1-7-12 12 4x4 = 44-0-0 53-0-0 10 4x10 = 8-8-0 9-0-0 11 0 Plate Offsets (X Y)-- [2:0-5-0 0-2-4] [4:0-3-12 Edge] [8:0-3-12,Edge], 110:0-5-0,0-2-41, [13:0-4-0 0-4-12] [15:0-4-0 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 IRC2012/TPI2007 CSI. TC 0.77 BC 0.54 WB 0.60 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.60 14 >999 Vert(TL) -1.2613-14 >503 Horz(TL) 0.26 10 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* T3: 2x6 DF No.2, T1: 2x4 DF 1800F 1.6E 2x6 DF 2400F 2.0E 2x4 HF Stud/Std *Except* W5,W6: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2410/0-5-8, 10=2410/0-5-8 Max Horz 2=83(LC 12) Max Uplift2=-174(LC 4), 10=-174(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6357/357, 3-4=-6077/338, 4-5=-4951/297, 5-6=-4886/280, 6-7=-4886/280, 7-8=-4951/297, 8-9=-6077/336, 9-10=-6357/355 BOT CHORD 2-16=-336/5991, 15-16=-258/5192, 15-21=-170/4494, 21-22=-170/4494, 14-22=-170/4494, 14-23=-100/4494, 23-24=-100/4494, 13-24=-100/4494, 12-13=-189/5192, 10-12=-266/5991 WEBS 7-13=-10/693, 8-13=-745/135, 5-14=-82/805, 6-14=-558/125, 7-14=-82/805, 8-12=-12/737, 9-12=-448/116, 5-15=-10/693, 4-15=-745/136, 4-16=-13/737, 3-16=-448/116 Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=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) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=174, 10=174. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and A" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 Ak 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 L2 2802-3L K1725346 J1600472 A04 California 1 1 Job Reference (optional) ProBuild Arlington, t;-,;10)11 Arlington,WA 98223 7-2-0 13-4-0 20-0-0 7-2-0 6-2-0 6-8-0 4.00 112 23-11-14 i 2z-1-12 2a-na 3-3-12 d-8-2 5-0-4 3x6 % 5x12 MT2OHS % 5 6x8 % 6 23 24 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:05 2016 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-MinPccN2JPsZrrWrjyhgEJ4s4ETG UI UJenEx5zmAsq 20-8-2 3-39-01{4 33-0-0-12 6x8 2 7 26 3x6 8 39-8-n 6-8-0 45-10-0 52-7-4 6-2-0 6-9-4 5x12 MT2OHS Scale = 1:97.5 2x4 \\ 3 2x4 // 10 11 4x10 = 16 4x4 = 15 27 8x8 28 14 6x10 29 30 13 8x8 = .026-7-7-12 44-0-0 9-0-0 8-8-0 5 7 12 l 23-2-4 0-1'-42 3-0 8 5-7412 8-8-0 12 4x4 52-7-4 8-7-4 4x12 4x10 II IN O 0 ro Plate Offsets (X,Y)-- [2:0-1-6 0-0-2], [4:0-5-12,0-3-41 19:0-5-12 0-3-41 [11:0-0-1,1-8-01, f11:Edge,0-1-141 113:0-4-0,0-5-01,115:0-4-0,0-5-41 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 IRC2012/TPI2007 CSI. TC 0.96 BC 0.92 WB 0.72 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.64 14-15 >992 Vert(TL) -1.31 14-15 >481 Horz(TL) 0.27 11 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 284 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x6 DF No.2, T1,T4: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* B3: 2x6 DF No.2 WEBS 2x4 HF Stud/Std *Except* W5,W6: 2x4 HF No.2 WEDGE Right: 2x6 DF No.2 REACTIONS. (Ib/size) 2=2565/0-5-8, 11=2441/Mechanical Max Horz 2=79(LC 7) Max Uplift2=-121(LC 8), 11=-85(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=-6846/292, 3-4=-6571/292, 4-5=-5378/345, 5-6=-4259/383, 6-22=-4369/353, 22-23=-4369/353, 23-24=-4369/353, 24-25=-4369/353, 25-26=-4369/353, 7-26=-4369/353, 7-8=-4259/383, 8-9=-5320/344, 9-10=-6267/295, 10-11=-6490/291 BOT CHORD 2-16=-240/6454, 15-16=-240/5668, 15-27=-218/4755, 27-28=-218/4755, 14-28=-218/4755, 14-29=-218/4718, 29-30=-218/4718, 13-30=-218/4718, 12-13=-241/5541, 11-12=-237/6110 WEBS 8-14=-1022/5, 6-14=0/904, 8-13=0/762, 9-13=-811/55, 9-12=0/530, 10-12=-352/53, 5-14=-1071/5, 5-15=0/814, 4-15=-898/53, 4-16=0/730, 3-16=-434/61, 7-14=0/903 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 8-14, 5-14 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; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) 2=121. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. Continued on page 2 February 11,2016 £ 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. IM MI MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725346 J1600472 A04 California 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:05 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ MinPccN2JPsZrrWrjyhgEJ4s4ETGUIUJenEx5zmAsq NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 Ib down and 139 Ib up at 24-0-8, 26 Ib down and 59 Ib up at 26-0-12, and 26 Ib down and 59 Ib up at 26-11-4, and 149 Ib down and 139 Ib up at 28-11-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-7=-70, 7-11=-70, 2-19=-16 Concentrated Loads (Ib) Vert: 22=-149 23=-26 24=-26 26=-149 A' WARNING - Verily 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 on 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725347 J1600472 A05 COMMON 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-10-7 7-2-0 1-10-7 7-2-0 13-4-0 20-0-0 26-6-0 6-2-0 6-8-0 4.00 12 6-6-0 5x10 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:06 2016 Page 1 ID fPVdnE_YkwaL30Gt8ugRs7yvar_ quLnpyOgloXjA?QjORTwDRsHBTbX?updYIXoTXzmAsp 33-0-0 39-8-0 45-10-0 52-7-4 6-6-0 6-8-0 6-2-0 6-9-4 Scale = 1:92.5 4x10 = 1716 30 15 31 14 4x4 = 5x12 MT2OHS = 13 6x8 = 32 9-0-0 1 13-4-0 1 17-8-0 120-0-0 26-6-0 35-4-0 9-0-0 4-4-0 4-4-0 2-4-0 6-6-0 8-10-0 33 12 8x8 = 44-0-0 11 4x4 = 52-7-4 4x10 = 4x10 II 8-8-0 8-7-4 m I� 0 Plate Offsets (X Y)-- [2:0-1-6,0-0-21,14:0-5-8 0-3-4],18:0-3-8,Edgel [10:0-0-8 0-0-61, [12:0-4-0 0-4-12] [18:0-2-4,0-2-81 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 IRC2012/TPI2007 CSI. TC 0.80 BC 0.87 WB 0.96 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.63 16 >999 Vert(TL) -1.5014-16 >422 Horz(TL) 0.27 10 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 288 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T1,T3: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* B3: 2x6 DF No.2 WEBS 2x4 HF Stud/Std *Except* W10,W11,W9,W4: 2x4 HF No.2, W8: 2x4 DF 2400F 2.0E WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2561/0-5-8, 10=2344/Mechanical Max Horz 2=90(LC 7) 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=-6859/0, 3-4=-6570/0, 4-5=-1527/0, 5-6=-1578/11, 6-7=-3891/0, 7-8=-5024/0, 8-9=-5956/0, 9-10=-6197/0 BOT CHORD 2-17=0/6468, 16-17=0/5544, 16-30=0/5540, 15-30=0/5540, 15-31=0/5540, 14-31=0/5540, 13-14=0/5533, 13-32=0/4442, 32-33=0/4442, 12-33=0/4442, 11-12=0/5245, 10-11=0/5826 WEBS 6-13=0/2398, 7-13=-1185/32, 7-12=0/761, 8-12=-783/61, 8-11=0/545, 9-11=-375/65, 13-18=-2479/0, 4-17=0/945, 3-17=-478/60, 14-18=0/591, 5-18=-559/67, 4-18=-4196/0, 6-18=-2479/0 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 7-13, 13-18, 4-18, 6-18 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) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 250.0Ib AC unit load placed on the bottom chord, 16-8-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live 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, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 ®. 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 L2 2802-3L K1725348 J1600472 A06 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7-2-0 13-4-0 7-2-0 6-2-0 23-11-14 20-0-0 23-3-12 I 29-0-2 6-8-0 3-3-12 0-8- 5-0-4 4.00 12 6x10 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:07 2016 Page I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-14v911OI WKgao9?vy8_91fPSOtwbkMfmmyGL?_zmAso 291-8-4 33-0-0 0-8- 3-3-12 8x8 = 3 6-8-0 •-:-r 1 6-2-0 5x12 MT2OHS 10 6-9-4 Scale = 1:97.5 4x10 = 1933 17 34 18 16 5x12 MT2OHS = 4x4 = 15 35 14 36 37 13 5x8 = 4x4 = 8x8 12 4x4 = 4x10 = 4x10 I I 9-0-0 20-0-0 23-3-12 26-6-0 29-8-4 35-4-0 44-0-0 52-7-4 9-0-0 11-0-0 3-3-12 3-2-4 3-2-4 5-7-12 8-8-0 8-7-4 Plate Offsets (X,Y)-- [2:0-1-6,0-0-21 14:0-3-4,0-3-0], [6:0-3-12,0-3-01[7:0-4-0,0-2-61 19:0-6-0,0-3-4], [11:0-0-5,1-8-0], [11:0-10-12 Edge] [13:0-4-0,0-4-121, 126:0-2-8 0-2-12] 0 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.83 BC 0.88 WB 0.86 (Matrix -S) DEFL. in (loc) Udell Vert(LL) -0.62 18 >999 Vert(TL) -1.4616-18 >431 Horz(TL) 0.27 11 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 306 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x6 DF No.2, T1,T4: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* B3: 2x6 DF No.2 WEBS 2x4 HF Stud/Std *Except* W4: 2x4 DF No.2, W10,W11: 2x4 HF No.2 WEDGE Right: 2x6 DF No.2 REACTIONS. (Ib/size) 2=2562/0-5-8, 11=2343/Mechanical Max Horz 2=79(LC 7) 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=-6861/0, 3-4=-6574/0, 4-5=-1774/0, 5-6=-1787/0, 6-32=-4111/0, 7-32=-4115/0, 7-8=-4320/0, 8-9=-5014/0, 9-10=-5979/0, 10-11=-6204/0 BOT CHORD 2-19=0/6470, 18-19=0/5542, 18-33=0/5536, 17-33=0/5536, 17-34=0/5536, 16-34=0/5536, 15-16=0/5525, 15-35=0/4098, 14-35=0/4098, 14-36=0/4438, 36-37=0/4438, 13-37=0/4438, 12-13=0/5255, 11-12=0/5840 WEBS 8-14=-792/42, 8-13=0/739, 9-13=-814/61, 9-12=0/548, 10-12=-357/62, 16-26=0/736, 5-26=-447/48, 4-19=0/936, 3-19=-468/59, 4-26=-4018/0, 6-26=-3079/0, 15-26=-2712/0, 6-15=0/2103, 7-14=0/826, 7-15=-279/354 Structural wood sheathing Rigid ceiling directly applie 1 Row at midpt directly applied. d. 4-26, 6-26, 15-26, 7-15 MiTek recommends that be installed during truss Installation guide. Stabilizers and required cross bracing erection, in accordance with Stabilizer NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 250.0Ib AC unit load placed on the bottom chord, 16-8-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Ys" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 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 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725349 J1600472 A07 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, 11-10-7I 1-10-7 Arlington,WA 98223 7-2-0 13-4-0 7-2-0 6-2-0 20-0-0 19-3-12 19-11114 5-11-12 0-8-2 0-0-2 4.00 12 10x10 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:08 2016 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-mHTXEePxHeoRQla5 WSWOIsxbH HGnTpkw?cOvYQzmAsn 33-8-4 268=4T9=0_33511-21 39-8-0 I 45-10-0 I 52-7-4 I 6-6-0 6-6-0 0-d-2 5-11-12 6-2-0 6-9-4 Scale = 1:97.6 4x8 = 0-8-2 8x8 /1 7 5x12 MT2OHS irk 4x10 — 1732 15 33 16 14 5x12 MT2OHS = 4x4 = 9-0-0 1 13-4-0 19-3-12 9-0-0 4-4-0 5-11-12 13 4x8 = 34 35 12 8x8 = 29-0[0 26-6-0 33-8-4 5-4-01 44-0-0 0-8-4 6-6-0 7-2-4 1-7-12 8-8-0 11 4x4 — 52-7-4 10 IN 4x10 = 8-7-4 0 Y m e; Plate Offsets (X,Y)-- [2:0-1-6,0-0-21,[4:0-3-8,0-3-0],[6:0-3-8,0-2-01 [8:0-5-12,0-3-01,[10:0-5-0,0-2-41 [12:0-4-0,0-4-121,[18:0-4-8,0-1-121 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 IRC2012/TPI2007 CSI. TC 0.88 BC 0.88 WB 0.87 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.60 16 >999 Vert(TL) -1.40 14-16 >450 Horz(TL) 0.28 10 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 298 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x6 DF No.2, T1,T4: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 63: 2x6 DF No.2 2x4 HF Stud/Std *Except* W9,W10: 2x4 HF No.2, W4: 2x4 DF No.2 WEBS REACTIONS. (Ib/size) 2=2559/0-5-8, 10=2346/Mechanical Max Horz 2=67(LC 7) 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=-6852/0, 3-4=-6562/0, 4-5=-2183/0, 5-30=-2283/0, 6-30=-2289/0, 6-31=-5110/0, 7-31=-5101/0, 7-8=-5022/0, 8-9=-5906/0, 9-10=-6171/0 BOT CHORD 2-17=0/6462, 16-17=0/5544, 16-32=0/5541, 15-32=0/5541, 15-33=0/5541, 14-33=0/5541, 13-14=0/5530, 13-34=0/4475, 34-35=0/4475, 12-35=0/4475, 11-12=0/5226, 10-11=0/5785 WEBS 7-12=0/759, 8-12=-759/62, 13-18=-821/174, 6-13=-437/92, 7-13=0/1094, 8-11=0/488, 9-11=-377/69, 4-17=0/904, 3-17=-476/60, 14-18=0/584, 5-18=-19/491, 4-18=-3868/0, 6-18=-3320/0 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 13-18, 4-18 2 Rows at 1/3 pts 6-18 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) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 250.0Ib AC unit load placed on the bottom chord, 16-8-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.0psf. 9) Refer to girder(s) for truss to truss connections. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 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 L2 2802-3L K1725350 J1600472 A08 ROOF SPECIAL 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -0-10-71 7-2-0 i-10-7 7-2-0 4.00 12 2x4 \\ 3 15-11-14 13-4-0 1j5-3-121 1 19-10-4 6-2-0 1-11-12 3-10-6 0-8-2 6x18 MT18H % 4x12 = 4 4x12 = 24 4x4 = 23 49 27-0-3 7-1-15 2x4 4x6 = 4x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:09 2016 Page 1 I D.fPVdnE_YkwaL30Gt8uq Rs7yvar_-ET1 vS_QZ2xwl1 S9H4Z1 dr4U m6hb6CGY3EGIS4szmAsm 48-5-14 3334 6 35 3637 7 838 39 of 34-2-1 7-1-15 41-4-0 47-11-13 48 52-7-4 7-1-15 6-7-13 0-015 4-1-6 0-1-12 4x4 = 4x8 = 4x8 = 40 41 9 42 10 43 la 1144 45 46 6x10 700 12 12 143/ 48 5x6 14 22 50 21 3x8 1 6x18 MT18H = 2x4 II 2x4 H 2x4 11 2x4 I 20 4x10 = 9 18 4x8 = 6x6 = 17 6x8 = 16 4x8 = 5x12 MT2OHS II 15 Scale = 1:103.5 0 9-0-0 13-4-0 115-3-12 9-10-4 27-0-3 34-2-1 41-4-0 48-5-14 52-7-4 9-0-0 4-4-0 1-11-1 4-6-8 7-1-15 7-1-15 7-1-15 7-1-15 4-1-6 Plate Offsets (X,Y)-- 12:0-6-0 0-1-11] [4:0-5-15,Edgel, [5:0-8-10 0-3-01 111:0-3-8 0-2-0] [14:0-2-12,0-2-01 115:0-5-8 Edge] 116:0-3-8 0-2-01,117:0-3-8,0-3-01, [19:0-3-8 0-2-0] 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 IRC2012/TPI2007 CSI. TC 0.88 BC 0.94 WB 0.89 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.84 20-21 >749 Vert(TL) -1.82 20-21 >345 Horz(TL) 0.25 15 n/a L/d 240 180 n/a PLATES MT20 MT2OHS MT18H GRIP 185/148 139/111 220/195 Weight: 313 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 *Except* T1: 2x4 DF 1800F 1.6E, T3: 2x6 DF 2400F 2.0E, T6: 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* W7,W9: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2708/0-5-8, 15=2678/Mechanical Max Horz 2=105(LC 7) Max Uplift2=-138(LC 8), 15=-395(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=-7229/323, 3-4=-6950/338, 4-5=-6402/498, 5-33=-6341/477, 33-34=-6342/478, 6-34=-6344/477, 6-35=-7142/941, 35-36=-7142/941, 36-37=-7142/941, 7-37=-7142/941, 7-8=-7142/941, 8-38=-7142/941, 38-39=-7142/941, 39-40=-7142/941, 40-41=-7142/941, 9-41=-7142/941, 9-42=-6478/1002, 10-42=-6478/1002, 10-43=-6478/1002, 43-44=-6478/1002, 11-44=-6478/1002, 11-45=-4936/871, 45-46=-4936/871, 46-47=-4936/871, 47-48=-4936/871, 12-48=-4936/871, 12-14=-2555/425, 14-15=-2650/407 BOT CHORD 2-24=-266/6820, 23-24=-374/6347, 23-49=-374/6347, 22-49=-374/6347, 22-50=-374/6347, 21-50=-374/6347, 20-21=-374/6347, 19-20=-906/6478, 18-19=-783/4936, 17-18=-783/4936, 16-17=-313/2151 WEBS 4-24=-349/637, 6-20=-742/1335, 9-20=0/831, 11-19=-158/1881, 12-16=-1119/236, 14-16=-353/2407, 3-24=-452/32, 4-23=-98/1008, 6-21=-345/496, 9-19=-983/176, 11-17=-1849/397, 12-17=-573/3430, 8-20=-776/304 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 6-20 • 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) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 250.0Ib AC unit load placed on the bottom chord, 16-8-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 15 to support reaction shown. Continued on page 2 February 11,2016 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725350 J1600472 A08 ROOF SPECIAL 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:09 2016 Page 2 I D:fPVdn E_YkwaL30Gt8ugRs7yvar_-ET1vS_QZ2xw11S9H4Z1dr4Um6hb6CGY3EGIS4szmAsm NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=138, 15=395. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 120 Ib up at 16-0-8, 21 Ib down and 57 Ib up at 18-0-12, 92 Ib up at 20-0-12, 95 Ib up at 22-0-12, 95 Ib up at 24-0-12, 95 Ib up at 26-0-12, 95 Ib up at 26-11-4, 95 Ib up at 28-11-4, 95 Ib up at 30-11-4, 92 Ib up at 32-11-4, 57 Ib down and 120 Ib up at 34-11-4, 57 Ib down and 120 Ib up at 36-11-4, 57 Ib down and 120 Ib up at 38-11-4, 57 Ib down and 120 Ib up at 40-11-4, 57 Ib down and 120 Ib up at 42-11-4, and 57 Ib down and 120 Ib up at 44-11-4, and 75 Ib down and 75 Ib up at 46-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-48=-70, 12-48=-20, 12-13=-70, 12-14=-70, 2-15=-16 Concentrated Loads (Ib) Vert: 7=5 6=14 8=5 10=-57 33=-104 34=-21 35 5 37 5 39 5 40 5 41 14 42=-57 43=-57 44=-57 45=-57 46=-57 47=-75 49=-125 50=-125 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 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 ,Job Truss Truss Type Qty Ply L2 2802-3L K1725351 J1600472 A09 Roof Special Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-11-14 11-10-71 4-2-13 7-7-14 11-2-0 16-1-0 21-0-0 1-10-7 4-2-13 3-5-1 3-6-2 0-5-14 4-1-2 4-11-0 4.00 12 3x6 % 3 10x10 \\ 5 Nfi 25-10-15 4-11-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:12 2016 Page I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-f2i24?SRKsItuwuslhaKSi6ISujU PcO WwE_6hBzmAsj 52-7-4 30-9-15 i 35-8-15 1 40-7-15 i 45-6-14 I 49-11-13 50-[-p4 4-11-0 4-11-0 4-11-0 4-11-0 4-4-14 0-6-1 2-1-6 Scale = 1:97.6 4x8 = 8x8 = 5x10 = 3x6 % 0 31 6 32 33 7 34 35 36 8 37 38 939 40 4110 42 43 11 44 4 9 12 5400112 6x10 7/ 4546 47 1316 49 15 50 27 51 26 52 53 25 54 55 24 56 57 23 58 59 22 60 61 21 62 6320 64 65 19 66 18 6768 69 17 678 4x10 = 4x4 4x4 = 8x16 MT2OHS = 8x10 = 5x6 = 4x8 = 8x16 MT2OHS = 4-2-13 7-7-14 11-2-0 1 16-1-0 1 21-0-0 25-10-15 1 30-9-15 4-2-13 3-5-1 3-6-2 4-11-0 4-11-0 4-11-0 4-11-0 Plate Offsets (X Y)-- 12:0-1-6,0-0-21,19:0-4-0,0-4-81 (16:Edge,0-3-81, 120:0-8-0,0-4-81, 124:0-8-0,0-4-8] 35-8-15 4-11-0 4x6 II 40-7-15 1 45-6-14 50-5-14 152-7-41 4-11-0 4-11-0 4-11-0 2-1-6 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 NO Code IRC2012/TPI2007 CSI. TC 0.81 BC 0.58 WB 0.95 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.83 22-23 >755 240 Vert(TL) -1.73 22-23 >363 180 Horz(TL) 0.28 16 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 637 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2,T3: 2x6 DF No.2 BOT CHORD 2x6 DF 2400E 2.0E WEBS 2x4 HF Stud/Std *Except* W6: 2x4 HF No.2 REACTIONS. (Ib/size) 2=4530/0-5-8, 16=4327/Mechanical Max Horz 2=84(LC 7) Max Uplift2=-695(LC 8), 16=-606(LC 8) Max Gray 2=4531(LC 17), 16=4327(LC 1) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12995/2053, 3-4=-12616/2108, 4-5=-11923/2088, 5-30=-14117/2572, 30-31=-14117/2572, 6-31=-14117/2572, 6-32=-14117/2572, 32-33=-14117/2572, 7-33=-14117/2572, 7-34=-16254/3015, 34-35=-16254/3015, 35-36=-16254/3015, 8-36=-16254/3015, 8-37=-16254/3015, 37-38=-16254/3015, 38-39=-16254/3015, 9-39=-16254/3015, 9-40=-13773/2302, 40-41=-13773/2302, 10-41=-13773/2302, 10-42=-13773/2302, 42-43=-13773/2302, 11-43=-13773/2302, 11-44=-7202/1096, 44-45=-7202/1096, 12-45=-7202/1096, 12-46=-7202/1096, 46-47=-7202/1096, 47-48=-7202/1096, 48-49=-7202/1096, 13-49=-7202/1096, 13-15=-2841/425, 15-16=-4294/602 BOT CHORD 2-50=-1921/12300, 27-50=-1921/12300, 27-51=-1921/12300, 26-51=-1921/12300, 26-52=-1954/11953, 52-53=-1954/11953, 25-53=-1954/11953, 25-54=-1938/11395, 54-55=-1938/11395, 24-55=-1938/11395, 24-56=-2876/15773, 56-57=-2876/15773, 23-57=-2876/15773, 23-58=-2876/15773, 58-59=-2876/15773, 22-59=-2876/15773, 22-60=-2770/15621, 60-61=-2770/15621, 21-61=-2770/15621, 21-62=-2770/15621, 62-63=-2770/15621, 20-63=-2770/15621, 20-64=-1700/11014, 64-65=-1700/11014, 19-65=-1700/11014, 19-66=-1700/11014, 66-67=-1700/11014, 18-67=-1700/11014, 18-68=-376/2552, 68-69=-376/2552, 17-69=-376/2552 WEBS 3-26=-373/0, 4-26=-65/763, 4-25=-658/23, 5-25=0/539, 5-24=-721/3506, 6-24=-727/260, 7-24=-2139/506, 7-23=0/351, 7-22=-195/696, 8-22=-680/361, 9-22=-261/784, 9-21=0/356, 9-20=-2285/620, 10-20=-541/150, 11-20=-702/3408, 11-19=0/355, 11-18=-4711/788, 12-18=-622/159, 13-18=-860/5804, 13-17=-2520/434, 15-17=-527/3733 Continued on page 2 Structural wood sheathing directly applied or 2-5-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. February 11,2016 A WARNING - Verily 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 MiTekS 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, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725351 J1600472 A09 Roof Special Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:12 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ f2i24?SRKsItuwuslhaKSi6ISujUPcOWwE_6hBzmAsj NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=695, 16=606. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 460 Ib down and 259 Ib up at 12-0-8, 151 Ib down and 114 Ib up at 14-0-12 , 116 Ib down and 109 Ib up at 16-0-12, 125 Ib down and 154 Ib up at 18-0-12, 125 Ib down and 155 Ib up at 20-0-12, 125 Ib down and 155 Ib up at 22-0-12, 125 Ib down and 156 Ib up at 24-0-12, 125 Ib down and 156 Ib up at 26-0-12, 125 Ib down and 156 Ib up at 26-11-4, 125 Ib down and 156 Ib up at 28-11-4, 125 Ib down and 155 Ib up at 30-11-4, 125 Ib down and 155 Ib up at 32-11-4, 90 Ib down and 96 Ib up at 34-11-4, 90 Ib down and 96 Ib up at 36-11-4, 90 Ib down and 96 Ib up at 38-11-4, 90 Ib down and 96 Ib up at 40-11-4, 90 Ib down and 96 Ib up at 42-11-4, 90 Ib down and 96 Ib up at 44-11-4, 110 Ib down and 105 Ib up at 46-11-4, and 188 Ib down and 101 Ib up at 48-11-4 , and 120 Ib down and 88 Ib up at 50-4-2 on top chord, and 66 Ib down at 2-0-12, 67 Ib down at 4-0-12, 567 Ib down and 156 Ib up at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 14-0-12, 67 Ib down at 16-0-12, 67 Ib down at 18-0-12, 67 Ib down at 20-0-12, 67 Ib down at 22-0-12, 67 Ib down at 24-0-12, 67 Ib down at 26-0-12, 67 Ib down at 26-11-4, 67 Ib down at 28-11-4, 67 Ib down at 30-11-4, 67 Ib down at 32-11-4, 67 Ib down at 34-11-4, 67 Ib down at 36-11-4, 67 Ib down at 38-11-4, 67 Ib down at 40-11-4, 67 Ib down at 42-11-4, 67 Ib down at 44-11-4, 67 Ib down at 46-11-4, and 67 Ib down at 48-11-4, and 216 Ib down and 31 Ib up at 50-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-49=-70, 13-49=-20, 13-14=-70, 13-15=-70, 2-16=-16 Concentrated Loads (Ib) Vert: 27=-30(B) 24=-30(B) 6=-116 22-30(B) 8=-125 9=-125 21=-30(B) 19=-30(B) 11=-90 13=-20 30-460 31=-151(B) 32=-125 33=-125 34=-125 36-125 37-125 39=-125 40=-125 41=-90 42=-90 43=-90 44=-90 45=-90 46=-110 48=-188(B) 50=-29(B) 51=-567(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) 57=-30(B) 58=-30(B) 59= -30(B)60= -30(B)61= -30(B)62= -30(B)63= -30(B)64= -30(B)65= -30(B)66= -30(B)67= -30(B)68= -30(B)69= -30(B)70= -216(B) 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 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. Mi, MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725352 J1600472 B02 CALIFORNIA GIRDER 1 3 Job Reference (optional) ProBuild Arlington, O N O 0 Arlington,WA 98223 4-2-6 8.00 12 4-2-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:13 2016 Page I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-7EGQI LT35AQkW4T3J P5Z?wfU61yD85Vf9ujg DdzmAsi 15-0-0 1 7-0-0 17-9-10 i 9-6-5 i 12-10-7 I 16-0-0 16-5-14 19-0-0 1 20-0-0 0-9-10 2-0-0 0-9-10 1-8-11 3-4-2 3-1-9 d-5-14 2-6-2 1-0-0 5x16 7x14 MT18H -- 5x10 B 14 29 30 31 13 8x8 = 10x10 = 8x16 = 6 Scale = 1:35.5 5x10 3212 33 34 11 35 10 36 37 6x6 = 3x10 11 8x12 = 6-5 4-2-6 7-9-10 I 9-6-5 12-10-7 16-5-14 -6-5� 4-2-6 3-7-4 1-8-11 3-4-2 3-7-7 19-0-0 5x10 2-6-2 Plate Offsets (X,Y)-- 12:0-2-9,0-3-01,16:0-1-14 0-4-01 [7:0-0-1,0-0-01, 18:0-2-3 0-3-4] [10:0-3-8,0-4-01, [12:0-3-0 0-3-12] [13:0-5-0,0-5-4] [14:0-3-8 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 NO Code IRC2012/TPI2007 CSI. TC 0.75 BC 0.99 WB 0.77 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.3011-12 >756 240 Vert(TL) -0.63 11-12 >360 180 Horz(TL) 0.14 8 n/a n/a PLATES GRIP MT20 220/195 MT18H 220/195 Weight: 355 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* T2: 2x6 DF No.2, T4: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* W1: 2x4 DF 1800F 1.6E, W5,W7: 2x6 DF No.2, W6: 2x12 DF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=12476/0-11-13, 8=8794/0-5-8 Max Horz 2=-172(LC 22) Max Uplift2=-1022(LC 25), 8=-1046(LC 26) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-18877/1722, 3-19=-15755/349, 19-20=-15740/208, 20-21=-15735/589, 4-21=-15722/684, 4-5=-25390/1269, 5-22=-35924/1692, 22-23=-35925/1763, 6-23=-35926/2057, 6-24=-13161/272, 24-25=-13156/366, 7-25=-13151/857, 7-8=-15768/1710 BOT CHORD 2-26=-281/15727, 26-27=-2284/15727, 27-28=-2284/15727, 14-28=-2284/15727, 14-29=-2053/19448, 29-30=-2053/19448, 30-31=-2053/19448, 13-31=-2053/19448, 13-32=-2099/35873, 12-32=-2099/35873, 12-33=-957/31546, 33-34=-957/31546, 11 -34= -957/31546,11-35=-957/31546,10-35=-957/31546,10-36=-302/13162, 36-37=-302/13162, 8-37=-303/13162 WEBS 3-14=-170/9186, 4-14=-5126/327, 4-13=-33/16345, 5-13=-19014/65, 5-12=-968/616, 6-12=-1246/4872, 6-11=-673/5240, 6-10=-20023/1462, 7-10=-544/8149 Structural wood sheathing directly applied or 4-10-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-5 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x12 - 2 rows staggered at 0-9-0 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) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All prates are MT20 plates unless otherwise indicated. Continued on page 2 February 11,2016 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 overoll 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, Mll* MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725352 J1600472 B02 CALIFORNIA GIRDER 1 3 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:13 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 7EGQILT35AQkW4T3JP5Z?wfU61yD85Vf9ujgDdzmAsi NOTES - 7) Concentrated loads from layout are not present in Load Case(s): #20 Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left; #21 Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right; #22 Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Left; #23 Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Right; #24 Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Left; #25 Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right; #26 Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Left; #27 Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Right; #28 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left; #29 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right; #30 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left; #31 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right; #32 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left; #33 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right; #34 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left; #35 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right; #36 Dead -Drag LC#1 Left; #37 Dead -Drag LC#1 Right; #38 0.6 Dead -Drag LC#1 Left; #39 0.6 Dead -Drag LC#1 Right. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=1022, 8=1046. 12) This truss has been designed for a total drag load of 6000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-0-0 to 19-0-0 for 2000.0 plf. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ib down and 147 Ib up at 4-11-8, 116 Ib down and 70 Ib up at 6-0-0, 239 Ib down and 147 Ib up at 7-0-8, 82 Ib down and 50 Ib up at 11-7-4, 66 Ib down and 43 Ib up at 12-11-4, and 128 Ib down and 73 Ib up at 14-11-4, and 230 Ib down and 116 Ib up at 16-0-8 on top chord, and 2407 Ib down and 101 Ib up at 1-0-12, 48 lb down at 2-0-12, 2309 Ib down at 3-0-12, 49 Ib down at 4-0-12, 2309 Ib down at 4-11-4, 49 Ib down at 6-0-0, 2306 Ib down at 6-11-4, 49 Ib down at 7-11-4, 2309 Ib down at 8-11-4, 48 Ib down at 9-11-4, 2650 Ib down and 410 Ib up at 10-11-4, 12 Ib down and 3 Ib up at 11-7-4, 4291 Ib down and 619 Ib up at 12-10-7, 13 Ib down and 3 Ib up at 12-11-4, and 13 Ib down and 3 Ib up at 14-11-4, and 12 Ib down and 3 Ib up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 2-3=-70, 3-4=-70, 4-5=-70, 5-7=-70, 7-9=-70, 2-8=-16 Concentrated Loads (Ib) Vert: 14= -22(F)13= -22(F) 12= -21(F)11= -4296(F=-6, B= -4291)6=-16(F)19=-239 20=-116(F)21=-239 22= -32(F)24= -78(F)25=-130 26= -2407(B)27= -21(F) 28= -2309(B)29= -2309(B)30= -22(F)31= -2306(B)32= -2309(B)33= -2650(B)34= -5(F)35= -6(F)36= -5(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 MiTekl 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 L2 2802-3L K1725353 J1600472 C01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, , Y N Arlington,WA 98223 -1-6-3 1 3-1-12 1-6-3 3-1-12 5-10-14 g 4- 2-9-2 0-5- 4x8 \\ 5.00 PI2 4,Z1 3x4 3 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:14 2016 Page 1 ID.fPVdnE_YkwaL30Gt8ugRs7yvar_-bRgoVhUhsUYb8E1Fs6coY7BjriKgtfYoNYTD14zmAsh 10-0-0 13-7-10 1 -1- 16-10-4 20-0-0 21-6-3 3-7-10 3-7-10 0-5-8 2-9-2 3-1-12 1-6-3 2x4 I I 22 23 5 24 25 4x8 1/ 3x4 7 Scale = 1:39.1 3x6 2714 28 13 29 12 30 11 31 10 32 2x4 I I 3x4 = 3x8 = 3x4 = 2x4 11 3-1-12 5-10-14 3-1-12 2-9-2 10-0-0 14-1-2 16-10-4 20-0-0 3x6 = 4-1-2 4-1-2 2-9-2 3-1-12 9 t. Plate Offsets (X,Y)-- [2:0-0-2,Edge], [8:0-0-2,Edge] 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 IRC2012/TPI2007 CSI. TC 0.49 BC 0.78 WB 0.33 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.15 12 >999 240 Vert(TL) -0.31 12 >777 180 Horz(TL) 0.09 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 79 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=1390/0-3-8, 8=1390/0-3-8 Max Horz 2=-27(LC 6) Max Uplift2=-91(LC 8), 8=-91(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2516/144, 3-4=-2588/202, 4-21=-2902/252, 21-22=-2902/252, 22-23=-2902/252, 5-23=-2902/252, 5-24=-2902/252, 24-25=-2902/252, 25-26=-2902/252, 6-26=-2902/252, 6-7=-2588/202, 7-8=-2516/144 BOT CHORD 2-27=-90/2264, 14-27=-90/2264, 14-28=-90/2264, 13-28=-90/2264, 13-29=-132/2418, 12-29=-132/2418, 12-30=-132/2418, 11-30=-132/2418, 11-31=-90/2264, 10-31=-90/2264, 10-32=-90/2264, 8-32=-90/2264 WEBS 3-13=-126/307, 4-12=-65/655, 5-12=-516/126, 6-12=-65/655, 7-11=-128/307 Structural wood sheathing directly applied or 2-11-4 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 loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) 2, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 Ib down and 121 Ib up at 6-5-1 83 Ib down and 60 Ib up at 8-0-12, 56 Ib down and 92 Ib up at 10-0-0, and 83 Ib down and 60 Ib up at 11-11-4, and 249 Ib down and 121 Ib up at 13-6-15 on top chord, and 32 Ib down at 2-0-12, 32 Ib down at 4-0-12, 32 Ib down at 6-0-12, 32 Ib down at 8-0-12, 32 Ib down at 10-0-0, 32 Ib down at 11-11-4, 32 Ib down at 13-11-4, and 32 Ib down at 15-11-4, and 32 Ib down at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 February 11,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on 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. M MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply. L2 2802-3L K1725353 J1600472 C01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:14 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ bRgoVhUhsUYb8E1 Fs6coY7BjriKgtfYoNYTD14zmAsh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 15-18=-16 Concentrated Loads (Ib) Vert: 13= -14(F)12= -14(F)5=-56 11=-14(F)21=-249 22=-83 25=-83 26=-249 27= -14(F)28= -14(F)29= -14(F)30= -14(F)31= -14(F)32= -14(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725354 J1600472 CO2 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, -1-6-3 Arlington, WA 98223 4-8-15 1-6-3 4-8-15 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:15 2016 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-3dOBi 1 VKdngSI NcRQg814LkxP5kyc8gycCCmH WzmAsg 10-5-4 9-1-4 9 6-1 10 10-j2 15-3-1 4-4-5 0-5-8 0-5-8 4-4-5 0-10-7 4x4 6x8 = 20-0-0 21-6-3 4-8-15 1-6-3 Scale = 1:39.1 3x6 = 9-1-4 3x8 — 9-1-4 3x4 — j 10-10-12 I 1-9-8 3x6 = 20-0-0 9-1-4 0 4 Plate Offsets (X,Y)-- 12:0-3-0,Edge),15:0-4-0,0-1-12j,f7:0-3-0,Edgej 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 IRC2012/TP12007 TC I - TC 0.31 BC 0.53 WB 0.20 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.12 9-16 >999 240 Vert(TL) -0.29 9-16 >835 180 Horz(TL) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 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=1015/0-3-8, 7=1015/0-3-8 Max Horz 2=40(LC 7) Max Uplift2=-38(LC 8), 7=-38(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1729/85, 3-4=-1349/64, 4-17=-1183/67, 17-18=-1187/67, 18-19=-1190/68, 5-19=-1195/68, 5-6=-1377/64, 6-7=-1732/86 BOT CHORD 2-10=-27/1547, 9-10=0/1220, 7-9=-27/1552 WEBS 3-10=-402/61, 4-10=0/309, 6-9=-370/59 Structural wood sheathing directly applied or 4-2-9 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 loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) 2, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 Ib down and 43 Ib up at 9-7-6, and 0 Ib down and 38 Ib up at 10-0-0, and 49 Ib down and 43 Ib up at 10-4-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 11-14=-16 Concentrated Loads (Ib) Vert: 17=-49 18=-0(F) 19=-49 February 11,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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. reit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725355 J1600472 CO3 COMMON 1 1 Job Reference (optional) ProBuild Arlington, -1-6-3 Arlington,WA 98223 5-3-14 10-0-0 1-6-3 5-3-14 4-8-2 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:15 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-3dOBi1 VKdngSINcRQg814Lkx95nRc8LycCCmHWzmAsg 14-8-2 20-0-0 21-6-3 4-8-2 5-3-14 1-6-3 Scale = 1:37.8 3x6 = 6-10-10 3x4 = 13-1-6 3x4 = 20-0-0 3x6 = 6-10-10 6-2-13 6-10-10 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 IRC2012/TPI2007 CSI. TC 0.27 BC 0.37 WB 0.23 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 8-9 >999 240 Vert(TL) -0.18 8-9 >999 180 Horz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 70 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=966/0-3-8, 6=966/0-3-8 Max Horz 2=-44(LC 6) Max Uplift2=-20(LC 8), 6=-20(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1601/11, 3-4=-1400/19, 4-5=-1400/19, 5-6=-1601/11 BOT CHORD 2-9=0/1421, 8-9=0/967, 6-8=0/1421 WEBS 4-8=0/458, 5-8=-335/57, 4-9=0/458, 3-9=-335/57 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-2 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 loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 including heels" Member end fixity model was used in the analysis and design of this truss. February 11,2016 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/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725356 J1600472 E01 COMMON GIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 3-2-7 3-2-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:16 2016 Page 1 ID:fPVdnE_YkwaL3oGt8ugRs7yvar_ XpyZwNVyO5oINXBe_XfGdYH2YV2aLcB5rsyKgyzmAsf 6-0-0 10-11-8 2-9-9 4-11-8 4x4 = 3 6-0-0 10-11-8 6-0-0 4-11-8 M 0 Scale = 1:27.0 Plate Offsets (X Y)-- 15:0-4-5 0-2-101 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 NO Code IRC2012/TPI2007 CSI. TC 0.54 BC 0.69 WB 0.13 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.06 6-8 >999 Vert(TL) -0.14 6-8 >936 Horz(TL) 0.01 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 50 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x6 DF No.2 *Except* W2: 2x8 DF SS REACTIONS. (Ib/size) 2=987/0-3-8, 5=1042/Mechanical Max Horz 2=73(LC 7) Max Uplift2=-13(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-1230/43, 3-4=-1225/43, 4-5=-809/35 BOT CHORD 2-9=0/933, 9-10=0/933, 6-10=0/933, 6-11=0/933, 11-12=0/933, 5-12=0/933 WEBS 3-6=0/933 Structural wood sheathing directly applied or 4-3-6 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 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. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ib down at 2-0-12, 68 Ib down at 4-0-12, 921 Ib down and 74 Ib up at 6-0-0, and 68 Ib down at 7-11-4, and 67 Ib down at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 6=-921(F) 9=-30(F) 10=-30(F) 11=-30(F) 12=-30(F) February 11,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTebN 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/7P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725357 J1600472 E02 COMMON 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:16 2016 Page 1 ID:fPVdnE_YkwaL30Gt8uq Rs7yvar_-XpyZwNVyO5oI NXBe_XfGdYH61V9ZLdz5rsyKgyzmAsf I -1-0-0 I 6-0-0 1 10-11-8 1-0-0 6-0-0 4-11-8 4x4 = 3x6 = 6-0-0 10-11-8 6-0-0 4-11-8 cn Scale = 1:28.2 Plate Offsets (X,Y)-- 12:0-6-0,0-0-61 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 IRC2012/TPI2007 CSI. TC 0.30 BC 0.25 WB 0.08 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.03 6-9 >999 Vert(TL) -0.08 6-9 >999 Horz(TL) 0.01 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std `Except` W2: 2x8 DF SS REACTIONS. (Ib/size) 2=555/0-3-8, 5=432/Mechanical Max Horz 2=75(LC 7) Max Uplift2=-16(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=469/24, 3-4=-452/24, 4-5=-375/20 BOT CHORD 2-6=0/293, 5-6=0/293 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 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. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y2" gypsum sheetrock be applied directly to the bottom chord. February 11,2016 A WARNING - Verily 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 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. llllll� MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725358 J1600472 J03 Monopitch Girder 3 1 Job Reference (optional) ProBuild Arlington, R O Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:17 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-??Vx7jWa9Pw9?hmgYFAV9mplgvVd41 UF4WhtMPzmAse 2-6-2 2-11-4 6-0-0 2-6-2 0-5-2 3-0-12 5x8 \\ 2-6-2 6-0-0 2-6-2 3-5-14 Scale = 1:15.5 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 IRC2012/TP12007 CSI. TC 0.20 BC 0.19 WB 0.26 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 6 >999 240 Vert(TL) -0.02 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=644/0-5-8, 5=601/Mechanical Max Horz 2=49(LC 7) Max Uplift2=-156(LC 8), 5=-143(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-893/236 BOT CHORD 2-6=-205/726, 5-6=-211/724 WEBS 3-5=-815/225 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=156, 5=143. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 504 Ib down and 268 Ib up at 2-7-14, and 195 Ib down and 94 Ib up at 4-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-8=-20, 3-8=-70, 3-4=-70, 5-9=-16 Continued on page 2 February 11,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725358 J1600472 J03 Monopitch Girder 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-504 10=-195(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:17 2016 Page 2 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-??Vx7jWa9Pw9?hmgYFAV9mplgvVd41UF4WhtMPzmAse aWARNING - Verity 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 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 L2 2802-3L K1725359 J1600472 J12 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 rI v 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:17 2016 Page I D:fPVdn E_YkwaL30Gt8uq Rs7yvar_-??Vx7j Wa9Pw9?hmgYFAV9mpBRvN_45UF4 WhtM PzmAse 1-1-0-01 6-0-0 11-10-6 1-0-0 6-0-0 5-10-6 6-0-0 6-0-0 0 M co Scale = 1:46.3 Plate Offsets (X Y)-- [2:0-1-11 0-2-3] 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 IRC2012/TP12007 CSI. TC 0.66 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-7 >922 240 Vert(TL) -0.16 2-7 >419 180 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 1 -IF Stud/Std REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 7=Mechanical, 3=0-3-2. (Ib) - Max Horz 2=196(LC 8) Max Uplift All uplift 100 Ib or Tess at joint(s) 3, 4 except 5=-104(LC 8) Max Gray All reactions 250 Ib or Tess at joint(s) 7, 4 except 2=347(LC 1), 3=265(LC 1), 5=253(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 6-0-0 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 Instalasion.guide NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1b) 5=104. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 11,2016 AWARNING - 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 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 L2 2802-3L K1725360 J1600472 JB06 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 C 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:17 2016 Page I D:fPVdnE_YkwaL3oGt8ugRs7yvar_-??Vx7jWa9Pw9?hmgYFAV9mpK1 vWK45U F4 WhtMPzmAse 3-0-0 3-10-15 3-0-0 0-10-15 3-0-0 3-0-0 c7 a) th N N Scale = 1:19.2 Plate Offsets (X Y)-- [2:0-1-11 0-2-31 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 IRC2012/TPI2007 CSI. TC 0.11 BC 0.15 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 2-5 >999 240 Vert(TL) -0.01 2-5 >999 180 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=Mechanical. (Ib) - Max Horz 2=73(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5, 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 3-0-0 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; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 11,2016 AWARNING - Verily 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®O 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 2802-3L K1725361 J1600472 JC05 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 13:47:18 2016 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-UC3J L3XCwi2OcrL05yhkizMTfJg4pYkOIARRurzmAsd -1-0-0 4-0-0 6-1-0 1-0-0 4-0-0 2-1-0 4-0-0 4-0-0 0 Scale = 1:26.7 Plate Offsets (X Y)-- 12:0-1-11,0-2-31 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 IRC2012/TP12007 CSI. TC 0.25 BC 0.31 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-5 >999 240 Vert(TL) -0.03 2-5 >999 180 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 5=Mechanical, 3=0-1-8. (Ib) - Max Horz 2=103(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=259(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 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; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 11,2016 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 on 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. Mil MiTek" 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x, y a offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. Neverckexceedatthe designaduatloaelygraced and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 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 9 ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS I (Drawings not to scale) 2 3 PT.Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss h and fully embed teeth. U1 „ " /16 TOP CHORD WEB$ 4 p O = U Milli_ UM Illinglior For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the C7-8 C6-7 CS -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, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. © 2012 MiTekOO All Rights Reserved required direction of slots in * PLATE LATERAL BEARING Plate software 4 III■MO location SIZE x "P II connector plates. details available in MiTek 20/20 or upon request. The first dimension is the plate 4Width 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 I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint MiTek Engineering Reference MINI MIN 6 iTe Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, P Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 0 M O O O o 00-00-09 00-00-£9 80-00-9 6 80-60-£Z 00-00-9 00-0017 £p zip 600 £ IS M U) ,V £y5 0 O i O 9 N O o O N 0 O 0 o O 0 0 0 0 0 o 0 O M O O o O Q) rut = Truss left end indicator. • 0- m'. 'v, oo r� ono m._ Q._ O W- NF , rn 5 o -2817,-F0.4 V.�OtW �'9 50 as oma. m L° 5 acv, „ ch9E � g--da'g1-06-F-,-- , -2'm mace),-i, y2mc-'0 coy` ,A -7,2V' v¢i gn'� _00300 sG v� h c,zgrav' o,? eco E:a .g« 5 «'E q' y N- g 5 7� REVIEWED FOR CODE COMPLIANCE APPROVED MAR 05 2018 C4co: lin N City of Tukwila RH1H' Mite, nivrsry bA N - 8122018 1 MEI 0 MN O ao 1;CC _P5 U r � RECEIVED CITY •F TUKWILA 00-00-8£ 00-00-02 00 0 9 0 PERMIT CENTER J 0 c0 N N J 0 Pi 0 On Site Storm Maintenance Agreement For King County Parcel: #000300-0097 Address: 13619 53"d Ave S Tukwila, WA 98168 Owner of 13619 53`d Ave S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 8/23/18 Signed: Cary Lang, Owner State of WA County of kj,(/F I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: 00- -c,10/8 \\'��1111111�/// �`� P M. C,q�!ii Q yssion N. cc, Ff�' LI NOTARY , ' O0PU BLIC ///',(7; WASN ;G\ \ Name: ! PFf Notory Public in and for the State of pac4V°�/,75, f Residing at:/4706)- (1j Sa),%,E/7f u/rG f j%GPALG(%riGj' Gv My appointment expires: 03. 0/-�IJ�oZ For Fester car mater System Use Backflow Preventer Inspection and Field Test Reportm For Fuer or Water �e PWS ID Water System Name '}cIc P{4u & iii t y Iawn .Cp\/ File # Facility Name - 0 Non-Residential `,' Residential Service Address 13 6 t9 5 ,4 v-e- City u k p; eA Zip Gf 81 Contact Person 37eki Li,,,� Phone 253 _ w 3337 Email 3 LA NG--e,nKj 1,`n L. c of-1 Hazard Type (if known) 10Q _ Eco j BrDCVA • RPBA ■ PVBA 1 AG 1 Other Preventer Physical Location E-arrt 9_ JJNew 0 Existing ■ Replacement: did Ser. # Confined Space Yes 0 No Assembly Make -A----0e Model 2000 Z Serial # 39 1-1 ;3oI Size 1 Y2_" USC Approved Yes No 0 Proper Install Yes f No ■ Proper Orientation Yes 14 No Initial Test DCVA RPBA PVBA/SVBA Check Valve 1 Relief Valve Air Inlet Valve Passed 9f\ Failed ■ Leaked 0 1.1 psid Opened _ psid/ Not Open❑ Check Valve 2 Opened at psid Check Valve 2 — Did Not Open 0 Opened Fully Yes ■ No❑ Check Valve psid Closed Tight ■ Leaked 1 Check Valve 1 _ psid Leaked 0j ' psid Leaked 0 Approved Air Gap Yes ■ No ■ Cleaning, Repairs, & Parts Cleaned 0 Repaired 0 Cleaned ■ Repaired 0 Cleaned ■ Repaired ■ ■ Disc ■ 0-Ring(s) ■ Disc 00-Ring(s) ❑Air inlet Disc ❑Moat ❑Spring ❑Module ■ Spring ❑Module ■ Air inlet Spring ❑Diaphragm ❑Guide ■ Rubber Kit • Diaphragm ❑Rubber Kit/Guide ■ Check Disc ❑Rubber Kit [heat ■ ■ Seat ❑ ❑Check Spring 0 Final Test Check Valve 1 Relief Valve Air Inlet Valve Leaked 0 psid Opened at _ psid Opened at psid Passed • Failed 0 Check Valve 2 Closed Tight 0 Check Valve 2 _ Opened Fully Yes 0 NoD Check Valve psid Leaked 0 psid Check Valve 1 — psid _ Air Gap Inspection Pass 0 Fail 0 Supply Pipe Diameter " Air Gap Separation " Line Pressure j 10 psi Detector Meter Gals • CuFt ■ Service Restored Yes KNo n Remarks* Ne:w conS1-rod cil, /let.) ; n sk t(, trIca ks'Les �'1o4-,Pc . �e'ss�..{. ?Si Sez,' s c. 64h;till . ,- 4- NO -'S I t.(CViow d-eti.'c. e Says ;4- can heotik 115-eSi _ , Test Kit Make & Model (k d eoe_sf 2,4.1c- Serial # b711075't Ver./Cal Date** 7l r7/r« ; By this signature, I certify. 1, I personally inspected and field-tested the backflow WAC 246-290-490 and test equipment meeting gap or AVB. 2. The information in this report is true, complete, assembly using field test procedures meeting WAC 246-292-034; or I personally inspected the air and accurate. BAT Signature (initial test) /a., LJ ,',01 Cert. # B t CZo Date/Time - 22- I BAT Name (print) Ma l xc +v\. BAT Phone # 253-.9 8'7 M777 Repaired By Date/Time BAT Signature (after repair) Cert. # Date/Time BAT Name (print) BAT Phone # BAT Company Name u 0,,,,i ? Ltl" , Address 2Z2/Z 70T ;144, Q1 *Note unapproved backflow preventer, missing)defective components, repairs made, or conditions that may adver3fy affect assembly. *"rhe date of the most recent field test kit verification of accuracy or calibration whichever is most recent. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0034 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 53`d Ave. South and S. 137th Street and adjacent to 13619 53rd Ave. South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power and utilities, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of 1 rC (ti. , 2018. STATE OF WASHINGTON) )ss. County of King ) 7 Authorized Signature / Grantor I certify that I know or have satisfactory evidence that ,o4 iNcti‘ is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the ThS IG,(e<2E 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 03/ 07 LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 N6 -6r Public in and for the State of Washington residing at (-44.)t C -N My appointment expires oj/G7// - • DATED this 94' GRANTEE: CITY of TUKWILA By: Print Name: Henry Hash Its: Public Works Director day of )(Pa r( L , 2018 STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: UNDERGROUNDING AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDING In accordance with the Tukwila Municipal Code, Seattle City Light's proposed aerial service to /36/? ..� 3 Ai/( v`- "Pik "/i9 within the City of Tukwila right -of way requires undergrounding. The undergrounding requirement is hereby waived provided that C�agrees to participate in future undergrounding improvements for its proportionate share of the undergrounding costs. Furthermore, if the L.I.D/U.L.I.D process is used to carry out the construction of the undergrounding improvements,C2fy Zaj c< -'f waives the right to protest the L.I.D/U.L.I.D formation. Cay-}, Leo: ev v , retains the right to contest the method of calculating assessments in such L.II/U.L.I.D and the amount thereof to be levied. This Agreement shall be recorded by the City Clerk with the King County Auditor as required by the RCW. This Agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors. APPLICANT: aZp.0-1.„ Applicant (Signature) - c Applicant (Printame) 29 p5 2.Y e 5' Street Address Page 1 of 2 2-14 /i9 Date 206-q2-3 5a SS Phone k/AW t'.4- 19023 City, State, Zip -D1S/-oo3y STATE OF WASHINGTON County of yino On this day personally appeared before me known to be the individual(s) described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. Given under my hand and official seal this 1 (Y day of Feb ,'10 1'6 ` Signature �` ��t_lr R�,o',� kb \ tf 1 PAin 1� G, /, ,c / 4=0 �0TA,Q� �'',,S -. * V - • N% i i •( o 2 i = O / S'��`'�7ao9.9'Q�Cj� 'il 247. WAS' ,Alli{\\\vos%\`` Maki) k. VA e Print ame 12-611-6 plq NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT CITY OF TUKWILA My commission Expires Page 2 of 2 1-71og ?() 2 -2_AR Date VERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0034 DATE: 02/12/18 PROJECT NAME: KLUE LOTX 1 SITE ADDRESS: XXX 53RD AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AO. > & Building Division MI/Vorl°24*s AM kW() Fire Prevention Structural kf Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/13/18 Structural Review Required REVIEWER0S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: G S DUE DATE: 03/13/18 Approved with Conditions Denied (ie: Zoning Issues) REVIEWERS INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg . Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CARY LANG CONSTRUCTION CoWashington State Department of Labor & Industries Home Espanol Contact Search L&I A -Z Index Itelp Safety & Health Claims & Insurance Workplace Rights 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. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co Policy no. BIS00028853 $1,000,000.00 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts 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. Page 1 of 2 My i..&I Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 3/7/2018 0 >, 0 J 0 E 0 z 0 J m 7770—PS—C 37th Street (Cary Lang Short Plat)\CADD\Drawings\LOT 2\R L: \Working\R17770 — 5230 S C 0 C a 2018 — 9:25am 0 n U - � er f; CHERRY • • fr EXISTING * HOUSE • /< • /�<�. Gd, //4 /./4, // / )\ INSTALL SILT FENCE PER DETAIL THIS SHEET (TYP) 404200' 142.9, • w„, 1111114.10. /.� /o,, /o, Oa /oI.fs• Io11 /o.p eit1 ff /off /ff ♦ •./• �.� /o,.* /°r► /. 1 /o,. /°,1 /0,1 /0/1 /o,\i` 1Vi /0,1 =.,\ r e •FIs ` * 1* �IeSt* •'" CdA .ftt.eft•et• \"A•Vt• ro•4„ INSTALL INLET PROTECTION SEE DETAIL THIS SHEET (TYP) TEMPORARY STOCKPILE COVER WITH PLASTIC SEE DETAIL THIS SHEET' 0 ai VGS`: 0 0 4,00"E131,9' L. Ole T -hese plans ha en reviewed by the Public CI? 0 Cr) 87°25'007E 27.83' .... if ..........._. ._ ("1 f Co r - w.....— lYI TREE PROTECTION FENCING SEE DETAIL,THIS SHEET Works eISrtment for conformance with current ity standards. Acceptance is subject to ern -Ks -an( omissions which do not authorize violatikns of adopted standards or ordinaiNes: -The responsibility for the adequacy, of -the -design rests totally wi tire designer...Add'itions, deletions or revisiclus t esg-- _-drai Ings after this date will this accepraide and will require a rasu rttal-of-revised drawings for subse approv l: "" y,a. Einat"acceptance is subject to-field'inspection by the Public Workk„ tilities inspector. Dater 2/i/3/IS By: L t PY ;.11Permit No. r"\C SIM.. € . E.= Plan review approval is subject to errors and omissiahs- Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field oR and conditions is acknowledged: By: "— -v Date: GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATING. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKDED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKDED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT Gay or I ukwila SHEET 1 OF 3 SHEETS HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. PLANNING APPROVED • changes can be made- to these plans without approval from the Planning Division of DCD Approved By: VI W'\A Date: Qi Perms o nries shn!l masts to 11lo of 9"!^rrk w n' i p;lor approve! of i Fis. :?g�' Building Division, T2; P,c-,',,i3fens will require a new plan submitt and may include additional plan review fees, BUILDING DIVISION 100' MIN. ;)✓rtil; INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS R=25' MIN. NOTES: 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE 1 SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY TESC PLANA DETAILS SEPA,TE PERMIT i ',,ii ED FOR: d c. cchanlcal Electrical Q Plumbing O Gas Piping City of Tukwila i !.111: ' .1 DIVISION TOE IN SHEETING IN MINIMUM 4"X4" TRENCH --0 c C Ar01 1 t101111 'a C Lu 1 efiC (O N o. O 0 C ea N N N N 0 N I - PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: z 2 N FILTER FABRIC REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2010 cit of Tukwilatoo. omb! •. UNDISTURBED GROUND z 2 BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAI PER 2016 KCSWDM FIGURE C.3. SCALE: NONE RE(; 111 TY OF f I.J1< PERMIT (..,‘EN 0 T 0 J a) 0 z O 0 J •D 0 a_ 0 N N N N F- 0 0 Cn 0 O 0 0 0 0 O 0 rn 0 0 J T 0 0 a, i N N") 0 N 0 N N N EE . o, C 5- 0 i J D oc 0 E 0co N 0 CO 0 N 0 L A • • y 8" CHERR RR Y I • • S r \' FG=416.20 EXISTING H;, U`i . 074.42'0°"' / ////,‘ :•4 /A \ 56 LF 6"IkVCSI "UNDER P\ERMIT \ \ SEWER @ 2.OQ0o%,,`\ LVD 17-0174" \'\ \/ tG 4'16.95 \ ;%, ROOF/OVERHANG til ._._. ...... _. ./i NEAT' \\ SAWCUT LIP 93/ 18.00 t3? \ 14219; w� \, • \ �\ \ �P "\ o ' J E 0 �. ON'S ▪ 6 ,� �'C\� ��I 20'1 &v �:G` EG=416.25 • \ / ,? \ /\\ \\ EX. SEWER MAIN \ \ / ‘, SAN RII.E. ;/ 109 88', CENTER CHANI 8" CONS IN FROM WEST 8" CONC. OUT TO NORTH t'• !t • \ y HR ` \ \ii CO O; In EG=416.00 ;1tit _......_ ROOF DRAIN EG=419, ;', • 54 " r)/1111.1 y1187°25'007E 27.83' 5/ I.' t III I w....... .... (^ r U f OS VI i r t EX.\\POWER POLE UPGRADE EXISTING WATER METER TA,1"'"" FOR SPRINKLE r' SITE BENCHMARK,.. ELV=421_1"7 \,i v / ! vrtl GG VA 04 Id • / 'N / ,4i / ! `\! CATCH BASIN TYPE . RIM = 419.79' I.E. = 417.59, 19" CONC, E I.E. ••- 417.79, ." PVS, S I.E.. .... 417 .79, 6" SONG, W LEGEND PROPERTY LINE B.S.B.L — RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — EASEMENT LINE – ADJACENT PROPERTY LINE CONCRETE PAVEMENT PROPOSED RESIDENCE ASPHALT PAVEMENT ] DISPERSION TRENCH OR DRYWELL PROPERTY CORNER GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP ROOF / FOOTING DISPERSION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. 3. CITY OF TUKWILA SEWER DISTRICT PERMIT REQUIRED. EARTHWORK VOLUME ESTIMATES: LOCATION SITE & FOUNDATION CUT (CY) FILL (CY) 225 80 CONTACTS APPLICANT: CARY LANG CONSTRUCTION 29815 24TH AVE SW FEDERAL WAY, WA 98023 (206) 423-5055 CONTACT: CARY LANG CIVIL ENGINEER: PBG, LLC 5130 S. 166TH LANE SEATAC, WA 98188 (206) 229-6422 CONTACT: HAN PHAN, P.E. 663 SURVEYOR: 4 SITE SURVEYING & CONSULTING 1336 57TH DRIVE SE AUBURN, WA 98092 (206) 832-9158 CONTACT: BRYAN ROBERT SHAW, P.L.S Know what's below. Call before you dig. CONSTRUCTION NOTES: O CONSTRUCT 25' LONG ROOF BASIC DISPERSION TRENCH PER DETAIL 1 ON SHEET C3 SEE GENERAL NOTE #2 p2 INSTALL 14 LF 6"PVC SD @ 2.00% O INSTALL CB -TYPE 40 OR AREA DRAIN RI M=419.00 IE (SW)=416.90 IE (NE)=417.00 ® INSTALL 10 LF 4" PVC ROOF DRAIN COLLECTOR @ 2.00% MIN. ® INSTALL 16 LF 4" PVC SOLID FOOTING DRAIN COLLECTOR @ 1.00% MIN. © INSTALL 106 LF 4" PVC SIDE SEWER LATERAL @ 2.00% MIN SEE GENERAL NOTE 3 O 6" SCO IE=S114.00 ® UTILITY TRENCH (POWER & COMMUNICATION) • INSTALL 34 LF 1.5" WATER SERVICE LINE 10 CONSTRUCT (2'W x 15'L x 2'D) GRAVEL STRIP PER DETAIL 2 ON SHEET C3 Ci CONSTRUCT 4" THICK CONCRETE DRIVEWAY 12 CONSTRUCT 20' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) 13 CONSTRUCT DRYWELL FOR FOOTING DRAIN (4'W x 4'L x 4'D) PER DETAIL ON SHEET C3 HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 14 CB OR AREA DRAIN RI M=418.00 IE (NE)=416.10 IE (NW)=416.00 ® INSTALL 10 LF 6" PVC SD @ 1.00% APPROVED FEB 28 2018 City of Tukwila' PUBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2016 ely of Tukwila foogi IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,310 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) WALKWAY / PATIO 50 SQ. FT. DRIVEWAY 502 SQ. FT. TOTAL 2,862 SQ. FT. 2,862 / 9,619=0.2975 X 100% = 29.75% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,310 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) TOTAL 2,310 SQ. FT. 2,310 / 9,619=0.2401 X 100% = 24.01% MAX. BUILDING COVERAGE REFERENCE SHEET NO. C2 SHEET 2 OF 3 SHEETS z J U F- CO (19 43) CO kip l0 co CO Cr) ro CNI ISSUE DATE 00 LL DESIGNED BY: H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION PE FEB TUK 2013 r GL Name: Layoutl • T 0 J 137th Street (Cary Lang Short Plat)\CADD\Drawings\LOT 2\R17770—PS—C3.dwg L: \Working\R17770 — 5230 S 0 0 0 C 0 Feb 06, 2018 — 9:26am CLEAN OUT WYE FROM PIPE w w 'J END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD 15.0' MIN 5.0' MIN 6" SOLID PIPE @ 1.0% MIN. EXISTING GROUND ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VIEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK BEND IF NEEDED TEE z 2 FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS 30" 4" SOLID PIPE /2 (D e 2"X12'; , PRESSURE TREATED GRADE BOARD 4" X 4' SUPPORT POST 6" RIGID PERFORATED PIPE LAID LEVEL 0FILTER FABRIC (TOP & SIDES ONLY) WASHED ROCK 3/4" - 1 1/2" ✓ ! !i . .'•"%/2 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. r-18" 2" GRADE BOARD NOTCHES O.C. 2" ROOF DISPERSION TRENCH DETAIL SCALE: NONE FOUNDATION —\\ 7 • 7 7 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" 'WASHED ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 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 FLOW ISI SCALE: NONE OBSERVATION PORT TOPSOIL TEE SMALL CB OR YARD DRAIN MIN. 4" DIA. PIPE GEOTEXTILE FABRIC (TOP & SIDES ONLY) 3/4" - 1 1/2" -WASHED GRAVEL MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL DRYWELL DETAIL SCALE: NONE 2' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2 GRAVEL STRIP DETAIL SCALE: NONE 664)\ N APPROVED FEB 28 2010 City of Tukwila PUBLIC Works oW REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2010 City dTutaiiii REFERENCE SHEET NO. C3 SHEET 3 OF 3 SHEETS EXPIRES:' —(0) c 8 laa UJ 1 C fird Pill N 1� a) c 00 tO '-I t0 ca rl al (n Ls. (p en ft/ &) N N Q1 0 N F- ISSUE DATE O N m 0 I— d DESIGNED BY: z I— d H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION CH PE YC F T JI<�w FE8 1 '2 a RMI TC ENi V l I_r 15 'ER m w 0 S BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE NE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 P8F (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE '5', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROUND SNOWpESKN LOAD LOAD WIND DESIGN SEISMIC C' Y SUBJECT TO DAMAGE FROM WiNTER DESIGN TI]'il? iCE SHIELD UNDER- LAYMENt REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP (MPH) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BORNE DEBRIS ZONE 'a' FROST LME DEPTH TER( 117E 25 110 16 8 16 Dl/D2 MOD 18 MOD T- n NO LOCAL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) BITE GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTNGS SHALL BEAR IS' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIB" i UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. J"INIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (rc) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRUCTURAL) 2,500 psi BASEMENT WALLS, FOLNDA11CN WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER 3,000 psi (5% to 1% air entrained) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3,000 i (5% to 1% air entrained) ps CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A6I5 GRADE 60. UN.O. (SEE STRUCTURAL) ATI BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/5' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SiMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC R311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. IS' MN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. PAMPPROOFiNG EXCEPT WHERE REQUIRED BY SEC. R406.2 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (5) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE PAMPPROOPED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. Le' COAT OF SURFACE -BONDING CEMENT COMPLYING WiTH ASTM C 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL iS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R406.2 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS NAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1.2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING.. 3. 6 -MIL POLYVINYL CHLORIDE. 4.6 -MIL POLYETHYLENE 5.40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. Vs' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. S. 60 -MIL SOLVENT -FREE, LiQUiD-APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200P. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R405.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED N CRAWL SPACES iF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. T, ,,4 PIM BL - PBAFTSTOPPiNG R302.12 iN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE 130TH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILiNG ASSEMBLY, ORAFTSTOPS SHALL SE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY iS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN iRC SECTION 8302.12.1. FIREBLOCKING R302.11 iN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. N 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, AND COVE CEILINGS. 3. N CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WiTH IRO SECTION R302.1 (I' ' GNB) 4. AT OPENINGS AROUND VENTS, PiPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FiLLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHiMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OP CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. FIREBLOCKiNG SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. i GENERAL ALL MINIMUM NAILING SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.10.1 AND iRC TABLE R602.3(1) UNLESS NOTED OTHERWISE. GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R10235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R102313 T14ICIQE86 CO GYPSUM BOARD OR G L PRODUCTS (INC+IEs) APPLICAtIC 4 ORIENTATION of GYPSUM G L FRAMINTO G MAXIMUM SPACING OF FRAMER MEMBERS (ItICFIES 0'01 MAXIMUM SPACING CF FASTENERS (INCHES) 812@ OPO WoMOP R APPLICATION t0 MOOD MIMING NAILS W/o adh®etV+® SOMME ��� CEILING PERPENDICULAR 16 1 12 13 GAGE, 1-V4' LONG,' 13/64' HEAD( 01098' DIA, I-1/4' LONG, AN4ULAR- RINGED, OR 4d COOLER NAIL, 0080' DIA. 1-30 ' LONG„ 1/32' HEAD. W4LL EITHER DIRECTION 16 8 16 I/2' OILING EITHER DIRECTION 16 1 12 13 GAGE, 1-3/8' LONG, t3/64' WADI 0098' DIA, I -V4' LONG, ANICLAR- CEILING PERPENDICULAR 24 1 12 RINGED: OR Ed COOLER NAiL, 0.086' DIA., 1-25/61 LONG, I15/64' HEAD, OR GYPSUM BOARD NAIL 0033' PtA.1-'i/a' LONG, 9/32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 8�' CEILING EITHER DIRECTION 16 i 12 13 GAM, 1-8A3' LONG, 13/64' HEAD, 0.038' 01,4„ 1-3/S' LONG, AAN,U.AR- RINGED, OR Sd COOLER NAIL, 0.92' DiA, I-1/8' LONG, 1/4' HEAD, OR GYPSUM BOARD NAIL, 0.09 p1.4. 1-1/8' LONG:, 19/64 HEAD. CEILING PERPENDICULAR 24 1 12 TYPE X AT GGARAGE CLG HABITABLE ROOMS PERPENDICULAR 24 6 6 1-T/3' LONG 64 COATED NAILS OR P.DUIVALENT DRYWALL SCREWS BU 5GREW5 LL COMPLY WITH SECTION R102.33.1. WALL EITHER DIRECTION 24 8 12 13 GAGE, WNW LONG,13/64' HEAD, 08.98' DLA„ 1-3/8' LONG, AMIJLAR- RIWGED, OR Sd COOLER HAiL, 0.10S2' DIA. 1-1V8' LONG, V4' HEAD, OR GYPSUM BOARD NAiL, 0.098' DiA.1-1M' LONG.19/64' HEAD. WALL EITHER DIRECTION 16 8 16 APPLICATION WITH ADHESIVE 3/S'CEILING PERPENDICULAR 16 16 16 EASE AS ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS. WALL EITHER DIRECTION 16 16 24 1/2' OR b/8' CEILING EITHER DIRECTION 16 16 16 8.611E AS ABOVE FOR 1/2' AND 8/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 WALL EITHER DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 lb BASE FLY NAILED AS ABOVE FOR 1' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, FACE PLY INSTALLED WITH ADHESIVE WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10c1 BOX (0.128' DIA, 3' LENGTH), 16d 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' DIA„ 1-1/8' LONG) LUMBER GRADES FRAMiNG LUMBER SHALL COMPLY TO THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER IIF +2 - Fb•850 psi, Fv•15 psi, Fc.1300 psi, E■1200000psi HF '2 - Fb■850 psi, F'v■15 psi, Fc•1300 psi, E■I200000pe1 BEAM 4X SX OR LARGER DF -L *2 - Po•' 00 psi, Fv•95 psi, Fc.1350 psi, E■1600000ps1 DF -L "2 - 1212■815 psi, Fv• 35 psi, Fc2600 psi, E■1300000psi STUDS 2X4 2X6 OR LARGER HP s2 - Fb■850 psi, Fv1:15 psi, Fc■1300 psi, E•1200000psi I -IF "2 - FID 0360 ps1, Fv1•15 psi, Fc.1300 psi, E•1200000ps1 EMI 4x4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER I -IF *2 - F12■900 psi, Fv•95 psi, Fc•1350 psi, E■1600000ps1 HF02 - Fb■900 psi, Fv■95 pat, Fc.1350 psi, E■1600000ps1 DP -L ' 1I - Fb•100 psi, Fv85 psi, Fc•415 psi, E•1300000pet DF -L 112 - Po.100 psi, Fv•85 psi, Fc•415 psi, E■1300000psi GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Pb • 2400 PSI, Fv • 165 PSI, Pb • 650 PSI (PERPENDICULAR), E • 1,800,000 PSI. ENGINEERED WOOD BEAMS AND i -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION iN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,900 PSI, Fv • 290 PSI, Fc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Pb • 2000 PSI, Fv • 285 PSI, Pb • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSI' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Pb ■ 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL SE LiMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE NAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' O.C. • PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' TTG RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. * PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FiNISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. 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. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. w II . ! o ! S PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INS WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS 8310. EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM 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 MN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR, WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 830814 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIPOLD DOOR ASSEMBLIES PER IRC SECTION 8308.4.. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION R305.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT., THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR, THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR, AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 8308143. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 8308.4.4. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING RIOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308145. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION 8308.4.6. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION 830814.1. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 City of Tukwila --' Y -WALLS b6 M018 C11104 R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL SE N ACCORDANCE WITH SECTIONS 8302.10.1 THROUGH 8302.105. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: 1. WHERE SUCH MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED N ACCORDANCE WITH CAN/ULC 51022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R3I6. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION 8302.10.1 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 51022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT ESE REQUIRED TO BE TESTED IN ACCORDANCE WiTH CAN/ULC 81022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREirENTS OF SECTIONS R302.10.1 AND 8302.103. R302.10.3 CELLULOSIC FiBER LOOSE -FILL INSULATION, CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WiTH CMG 16 CFR, PARTS 1209 AND 1404. 8302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER 8302.10.5 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH ASTM E 510. .INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LiMIT AiR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6,1, 8, AND MARINE 4. EXCEPTIONS: 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL DE PERMITTED WHERE ANY ONE OF THE CONDITIONS IN TABLE R1021.I IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL SE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT -FACED FIBERGLASS BATTB. CLASS III: LATEX OR ENAMEL PANT. 8102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OP THiS SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED iN TABLE R1033(1.). 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE R103.8.4. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE SECTIONS R402.4J THROUGH 8402.4.4. R402.4.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGE�S� fPER HOUR. AISLO POSTING OF CERTIFICATE WSEC R4013 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 THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED N OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U -FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. 840333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 840214.1 THROUGH R402.4.4. I RODENT PROOFING: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1's OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED N SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAW- SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 142 OF AN INCH IN THE LEAST DIMENSION. WATER HAMMER: 609.10(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUiCK-ACTING VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(8) TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WiTH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AIR WSEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 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 BUILDNG WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS, EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OP LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.6 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 ACCiSSO_ . A BASEMENT PROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE B61"1I 1`d�•' --' '' LANDING OF THE STAIRWAY. CITY O F T U K W I- .' I P CI4 B 6 PER SEC 8602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: FEB 1 2 2013 I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO ii mai CENTER NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARNG PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OP THE HOLE iS NO MORE THAN % INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R6023(2). EXCEPTION; USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC 8602.6.1 WHEN PIPING OR DUCTUJORIG 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 THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TiE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE 8602.6.1, EXCEPTION: WHEN THE ENTIRE SiDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. z h�•i Con 4.4 M�•I 444 z ,4 4e4 4e4 kr)0-4)-1M H 1. Contractor or builder must verity 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 -2802-3R Date: 21015 Ni'. 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: L2B-2802-3R Date: 201.. N-2 ,. ., V NTILATION Ft QL-1.1 NTS ROOF ATTIC VENTILATION CALCULATIINTEGATW 24 W WWOLE 1=IOU5E VENTILATION SYSTEM SEC. M150l PSCAMICA...M1501.41 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM HEATING EQUIPMENT ALL WARM -AIR FURNACES SI-IALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND FAN FLOW RATING NOT LESS THAN 50 cfln AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, ), 30'-0' (10 EAVE VENTS) INSTALLED TO LISTED SPECIFICATIONS. OR SIMILAR ROOMS AND 100 cfln AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN VIN I i it i ON CALCULATIONS 4 REQUIREMENTS NO WARM -AIR FURNIACES SHALL SE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, FLOW RATINGS SHALL BE DETERMINED AS PER 14V1 916 (APRIL 1995) OR AMCA 210. AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SMALL SE N UPPER PORTION OF VENTILATED BATHROOM, CLOSET OR iN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH EXCEPTION: WHERE A RANGE WOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. ♦ ROOM OR SPACE, EXCEPT DIRECT PENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING T31RNL4CE8. LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST LIQUEFIED SHALL NOT SE LESS THAN 100 cfln AT 0.10 INCHES WATER GAUGE. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE 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 RAN OR SNOUT VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH L'a' MIN. 41/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW CF AIR (MIN. I' SPACE ♦ PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED iN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN 11150142 LOCAL EXHAUST AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION iS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. SWITCHES, DEHUMIDIS'TATS, HEATING AND COOLING EQUIPMENT LOCATED iN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONTROLS SHALL BE CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BU1 '1ER8 OR HEATING ELEMENTS AND SWITCHES AT LEAST 1S' ABOVE THE FLOOR LEVEL. 'I';-• :•. ;:. .33(1) CONTROLS LOCAL EXHAUST TIMERS, OR OTHER APPROVED READILY ACCESSIBLE. "I' SYSTEMS SHALL BE CONTROLLED MEANS. LOCAL EXHAUST 1 CWANi BY MANUAL SYSTEM BETWEEN INSULATION AND ROOF SHEATHING 0 VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL SE RIGID MD WIND -DRIVEN ItILATIGY�!►t'i TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE AIR 1 II�MPIT>1 MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE CF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED (10 EAVE VENTS) 0' (10 EAVE VENTS) PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 DWELLING NUMBER OF BEDROOMS INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE UNIT FLOOR AREA(SF.) 0-1 2-3 4-5 6-1 >1 UPPER ROOF: (AREA 1) INSTALLED IN ACCORDANCE WITH THE TERMS OF iTS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE AIRFLOW IN CFM 1,611 SQ. FT. OF ATTIC AREA/300 0 55 SQ. FT. NOTE: UPPER ROOF VENTING PROVIDED BY '1'x10' CODE REQUIRE <1500 OF VENTILATION REQUIRED (192 SQ. INCHES) 11=1 AF50 ROOF VENTS. (50 $ iN. PER VENT) A TYPE L VENTINNGG SYSTEM SHALL TERMINATE NOT LESS TI -IAN 2 FEET ABOVE THE HIGHEST POINT WI -ERE THE VENT 30 45 60 15 90 UPPER VENTS 8 396 Sq. In. (8 AF50 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 I/8' DIAMETER ® PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. 1,501-3,000 45 60 15 90 105 LONER VENTS • 396 Sq. in. 'BIRD HOLES' PER EAVE BLOCK 33 EAVE VENTS x 12'PER BLOCK 2 396 Sq. In. (4)-2 i/8 DIA HOLES a 1416 Sq. In. WO MESH ® ® UTILITY ROOM NOTES/MAKE UP AiR 3,001-4,500 60 '15 90 105 120 NFA w/ MESH = 12' Sq. In. PER BLOCK ® ® 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE 4,501-6,000 15 90 105 120 135 LOWER ROOF - GQY'p PATIO/GARAGE/3RD CAR GARAGE: (AREA 2) 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. 6000-1500 90 105 120 135 150 425 SQ Ft OF AttIC AREA/300 • 1.4 SQ. FT OF VENTILATION REQUIRED (202 SQ LACHES) 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 >1500 105 120 135 150 165 UPPER VENTS 6 101 Sq. In. (3 Ai�50 VENTS) - (AREA 1) ' IA SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. ' `'= _ - a .33(2) I .E �C 1 LOWER VENTS • 101 Sq. In. c it • 100 SQ INCH TRANSFER GRILL PER IRO G2439.4 (614.6) IL.�►TI • , -, 9 EAVE VENTS x 12' PER BLOCK = 10S Sq. In. JO ® RUN-TIME % IN EACH TED 24 1-M VENTILATICM SYSTEM. SEC. " �> ' 4 -HOUR SEGMENT 25% 33% 50% 66% 15% 100% ® AS AMENDED BY WASHINGTON STATE FACTOR 4 3 2 1.5 1.3 1.0 11I501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL,, t- BE DESIGNED IN ACCORDANCE WITH'THiS SECTION. A MIN_ . - v t AND TWO-FAMILY DUELLIMS l�tl ® 11I5012 RECIRCULATION OP AiR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO AREA TO BE EXHAUSTED EXHAUST RATES THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DiSCHARC.E INTO AN ATTIC, W 301- 3 EA VENTS) CRAWL SPACE OR OTHER AREAS OF THE BUILDING. KITCHENS 100 cfin INTERMITTENT el / / 1115013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS OR 25 cfin CONTINUOUS ', SHALL SE DESIGNED IN ACCORDANCE WITH SECTIONS 11150'13.1 THROUGH MI50'133. 61 N �` BATHROOMS -TOILET RMS MECHANICAL EXHAUST CAPACITY OF 1115013.1 SYSTEM DESIGN EACH, DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM LAUNDRY ROOMS 50 cAn INTERRMITTENT (,AREA 2) x COMPLYING WITH SECTION M15013.4, M15013.5, MI5013.6 OR M1501.3.1. COMPLIANCE IS ALSO PERMITTED TO BE INDOOR SWIMMING DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. POOLS 4 SPAS OR 20 cfm CONTINUOUS 4 a w 11150132 CONTROL AND OPERATION T. 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE (AREA 2) �. OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE SYSTEMS -HOUSE VENTILATION SHALL BE PROVIDED TO THE .1 Y i 1 OCCUPANT BY THE INSTALLER OF THE SYSTEM. 40'-0' (3 EAVE VENTS) / 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL SE CONTROLLED BY MANUAL SWITCHES, 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 406.2 DEHUMIDiSTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c ■ 3.5 CREDITS) / PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM UI WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO la - T EFFICIENBUILDINGS ENVELOPE l05 CREDIT) F'R EFFICIENT THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' PRESCRI Ti VE COMPLIANCE IS BASE ON TABLE 8402.1.1 WITH THE FOLLOWING 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL - VERTICAL FENESTRATION U=0.28 COMPLY WITH THE FOLLOWING: - FLOOR R-38 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY. AND CONTINUOUSLY. -SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR -BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. OR 5.3 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE -COMPLIANCE BASED ON SECTION 8402.1.4: REDUCE THE TOTAL UA BY 590. TYPE OF CONTROL TIMER INSTALLED. 5.4 THE NTER'1ITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) OF EVERY FOUR. - GAS, PROPANE OR 01L -FIRED FUR%1ACE WITH MINIMUM AFUE OF 94%, OR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% CLOCK TIMER. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY 5.6 THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE THE MINIMUM EQUIPMENT EFFICIENCY. WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE OPERATING INSTRUCTIONS).' RATED AT 1. MI501321 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING 5 GPM OR LSS. AALL OTHER LAVA.FAUCETS SHALL - BE RATED AT 1.0 GPM OR LESS. INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY MI50133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL sI-IOWERHEADB, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE MI50133(1). 5c - EFFICIENT WATER HEATING (1.5 CREDITS) EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE NTER'1ITTENTLY WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE 11150133(l) IS MULTIPLIED BY THE FACTOR OR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERM MI5013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES OR 2000 WI BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR (SRCC) ANNUAL PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SYSTEMS SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. OR 1115013.51 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE WATER HEATERS FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT OF THE FORCED-AiR SYSTEM, AT A POiNT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER. THE OUTDOOR AIR INLET TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. 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 11150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. EC :1'�' E.+,�; /115013,52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED w REVIEWED FOR a� I OF / i"IJK�'Vil_f\ TO A MINIMUM OF R-4. psp�ppi ���� ��i��'LIA4NCE 1115013.53' OUTDOOR AiR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY t APPF OVER LEAVES OR OTHER' MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE �s 2 2 0 13 FOLLOWING AREAS:��: � 018 >`y PERMIT CENTER 1. CLOSER THAN 10 PICK FROM AN APPLIANCE VENT ,FUME, UNLESS SUCH VENA OUTLET IS 3FT ABOVE ;�` THE OUTDOOR AIR INLET. • 2. WHERE IT WILL UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 9MCity of Tukwila 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. BUILDING DIVISION 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENC,`' OPENING iS AT LEAST 3 FT ABOVE THE AIR INLET.,, 6. ATTiC, CRAWL SPACES, OR GARAGES. MI501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING 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 THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ,ACCORDANCE WITH TABLE 11(501.4. BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 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: L2B-2802-3R Date: 201.. N-2 WEATHER ORESSI TANT BARRIESHEATHING OR SUBSTIRATE FINISH SIDING 6SM TRIM PLASHING WITH 5" MIN. VERTICAL. LE6 HORIZONTAL- WOOD TRIM 1i 11.1 AT SHEATHING/WOOD S1L•IDS 12 12 N.T.S. TYP PER SIDE IF SITE REQUIRES ��1 r r r 1 1 L 1 1 I REAR ELEVATION (WEST) 12 r I 12 2x6 EXTERIOR WALL 1/16' PLY OR OSS SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR 1=3ARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 058 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF To DEtA t J... N.T.S. 12 12 SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER H.T.6. 12 MASONRY VENEER - GENERAL NOTES PER SEC. 8103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH TI -4E REQUIREMENTS OF SECTION R103.1.3 AND THE REQUIREMENTS N SECTIONS 12.1 AND 123 OF TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.6.3. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION 8103.122. 12 ,, ��.�1 \\a\\\\\\\\ , , \\_4\\\\ \\AIM M11111.11 NAV \ 11111.M \\\�l• �% \ 111111111W \\\\\\\\\_% \\ • 1 COMP ROOF HORIZ SIDING RIGHT ELEVATION (NORTH) va•,r-o• ROOF DRIP EDGES PER SEC. R9052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP 12 5/4x5 BADE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , DOOR? • CORNER TRIM 0 FRONT 5/4x4 CORM! BD'S 546" EXP. HORIZ. SIDINGS 5/4x10 BAND W/ FLASHING CONT. 6UTi'ER (ASD � VENEER) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2013 City of Tukwila BU 1LD1NG_QL RECEIVED CITY OF TUKWILj FEB 1 2 2013 PERMIT CENTER 12 tM 433 D Z d) 4 Q T I L° . fN'LAT LOT). LEFT ELEVATION (SOUTH) va•,rc• 663 GRADE TO SLOPE ALNAY PROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' FRONT ELEVATION (EAST) 1/4"= I' -O" COPYRIGHT 2011 Landmark Design Inc. ALL RIGHTS RESERVED HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WIDTH OF 1/2' PER SEC. R319.1 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: L2B-2802-3L Date: 2-9-18 1 a r r r 1 1 L 1 1 I REAR ELEVATION (WEST) 12 r I 12 2x6 EXTERIOR WALL 1/16' PLY OR OSS SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR 1=3ARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 058 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF To DEtA t J... N.T.S. 12 12 SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER H.T.6. 12 MASONRY VENEER - GENERAL NOTES PER SEC. 8103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH TI -4E REQUIREMENTS OF SECTION R103.1.3 AND THE REQUIREMENTS N SECTIONS 12.1 AND 123 OF TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.6.3. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION 8103.122. 12 ,, ��.�1 \\a\\\\\\\\ , , \\_4\\\\ \\AIM M11111.11 NAV \ 11111.M \\\�l• �% \ 111111111W \\\\\\\\\_% \\ • 1 COMP ROOF HORIZ SIDING RIGHT ELEVATION (NORTH) va•,r-o• ROOF DRIP EDGES PER SEC. R9052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP 12 5/4x5 BADE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , DOOR? • CORNER TRIM 0 FRONT 5/4x4 CORM! BD'S 546" EXP. HORIZ. SIDINGS 5/4x10 BAND W/ FLASHING CONT. 6UTi'ER (ASD � VENEER) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2013 City of Tukwila BU 1LD1NG_QL RECEIVED CITY OF TUKWILj FEB 1 2 2013 PERMIT CENTER 12 tM 433 D Z d) 4 Q T I L° . fN'LAT LOT). LEFT ELEVATION (SOUTH) va•,rc• 663 GRADE TO SLOPE ALNAY PROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' FRONT ELEVATION (EAST) 1/4"= I' -O" COPYRIGHT 2011 Landmark Design Inc. ALL RIGHTS RESERVED HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WIDTH OF 1/2' PER SEC. R319.1 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: L2B-2802-3L Date: 2-9-18 1 a 40'-0' 30'-0' 16'-11' 13'-0' GENERAL NOTES: 20'-0' 101-0' 101-0' / 11-4' 2'-8' 8'-1' 8'-5' 3'-9' 8/0x4/0 XOX EGRESS MATER BE7ROOM 8' CLG. 4/0 XO S.G. •AKING \ i TUB 1 • 10'-1 • I0'-6' 2'-8' 1. ALL WORK TO SE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO SE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO SE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.P.M FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO SE INSTALLED PER SEC R314.3 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE 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 IN THE INDIVIDUAL UNIT. i • CLOSET 8' CLG. in a1 n 8/0x6/0 XOX in in COVERED PA -10 CONC. METAL FIREPL INSTALL PER SPECS. PROVI SQ. IN. OUTSIDE D.V. PAIR -SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 8315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA N THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC 8403.53. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 8303.52. 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 PIPE SHALL BE PROTECTED BY SHIELD - - THAT COVER THE WIDTH OF THE PI - `� FRAMING MEMBER AND THAT EXTEND �, THAN 4 INCHES TO EACH SIDE OF THE F , MEMBER. WHERE TH-- • MING MEMBER PIPING PASSES T - %UGH IS A BOTTOM P ^� BOTTOM bZK, T• - PLATE OR TOP T- • fin, SHIELD - `•`„ 5 CALL COVER THE FRAM __ME=ER • DoE s1 ND NOT LESS THAN 4 IN TH-\ - •`FRAMING MEMBER AN w NOT HAN LOW THE TOP FRAMING X BP BEDROOM 2 8' CLG. ARS i i i 110V O S.D. cfl CONT. HANDRAIL 34'-38' ABOVE TREAD NOS NG. - • i BEDROOM 3 8' CLG. w OPEN TO BELOW 7r lO S.D. iq /////////////////////////// 4- BATH i 11-4' 8' CLG. N dl 1 16 R �. /� .. ,...„.„• 50 E.F.I In in 61 In 2X6 WA THE LESS ING THE HE 1101/0 S.D. lO S.D. ill BEDROOM 4 8' CLG. BP i i i // a /t/i!!! //i/ 9/0x2/0 FX 2/0x4/0 FX 3 CRAW CESS .•=�"� 5 OR DOORS BE WEA TR PPED AND INSULATED TO LSE UIV e T TO THE INSULATION ON THE RROU SURFACES 9,L, HOUSE VENTILATION 24 HR TIMER, READILY ESSIBLE 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 SE 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 M1502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402 x#.1.1. 9' CLG 12'-10' 1lay0 0 S.D. 36'X36' LAND ING 3/4 BA CLG WALL MOUNTED RINNAI RUCS01NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR=0 96) 6ARA6E USE 1/2' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND SEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. N LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (83113.1) 4/6 XO 5'-10' 1'-0' 11'-0' 30,-0' 19'-0' UFFER FLOOR PLAN 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 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE 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 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. WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 15013.3(1) 4 1501.3.3(2) FOR FAN SIZING AND RUN TIMES WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(I) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO SE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. 6X6 P.T. POST W/ 1X WOOD WRAP TO 15' W/ 20' STONE EASE (TYP. OF 2) INDIVIDUAL SHOWER AND TUB -SHOWER COMBINATION CONTROL VALVES PER 2015 UPC 408.3 SHOWERS AND TUB -SHOWER COMBINATIONS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT PROVIDE SCALD AND THERMAL SHOCK PROTECTION FOR THE RATED FLOW RATE OF THE INSTALLED SHOWERHEAD. THESE VALVES SHALL BE INSTALLED AT THE POINT OF USE AND N ACCORDANCE WITH ASSE 1016 OR ASME 112.18.1/CS 8125.1 LIMITATION OF HOT WATER IN BATHTUBS AND WHIRLPOOL BATHTUBS PER 2015 UPC 409.5 THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM THE BATHTUB AND WHIRLPOOL BATHTUB FILLER SHALL BE LIMITED TO 120"F BY A DEVICE THAT IS IN ACCORDANCE WITH ASSE 1010 OR CSA 81253. THE WATER HEATER THERMOSTAT SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION. BLUE 18 AWJ�GG� TRACER WMETAL WATERDSERVICE - PIPING PER UPC 604.9. 3'-1i' 2'- / / / 6'-3' / UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION AND THE EXHAUST DUCT EQUIVALENT LENGTH EXCEEDS 35 FT., 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 FT OF THE EXHAUST DUCT CONNECTION PER G2439.1.5. 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 OP 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 PER G2439.5. iMn D :a 100 SQ INCH TRANSFER GRILL 40'-0' MAIN FLOOR PLAN MAIN FLOOR: UPPER FLOOR: TOTAL: GARAGE: FRONT PORCH: REARPATIO: 1244 1 558 2802 511 148 56 COPYRIGHT 2010 Landmark Doolgn Ino. ALL RIGHTS RESERVED SQ. Pr. SQ . FT. SO. FT. SQ. FT. SQ. FT. SQ. FT. RECEIVED ail! OF TUKWILA FEB 1 2 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 05 n111 City of Tukwila BU ILDlNG-DIVISIOAI- •z • 444 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: L2B-2802-3R Date: 2-9-1S 2 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 40'-0' 20'-0' 10'-0' 10'-0' ° 4 BARS IS' O.C. (SIi IBPSON TITANOHD�OR EQ) ft. 1/2'X8'X8' SIDE VIEW VEHICLE IMPACT BARRIER DETAIL II' Il IIIII II WILL \ til Oil il �' irk I! .A P NNW 11 `v A%, iki 1 MIN. 36' i; 6' CONS . STO 6x6 P.T. POST W/ CBQ BASE ON 48'x48'x12' CONCRETE FTG. W/5-04 EA. WAY 48'x48'x8' CONCRETE FTG. w/ 5-04 EARS EACH WAY 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL EASE SLOPE 3' TO DOORS 4' CONC. SL OVER 4' COMP SAND AND GRAVE CT EASE 0 O.H. DOOR 8'-3' R.O. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of '/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) • FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. FOUNDATION NOTES: I. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO SE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL +2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 5' 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, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. S. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW TI -4E 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. 11. INDICATES 'SIMPSON' HOLDDOWN. 12. / SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SHT 810). 1/ FOUNDATION AT PATIO NTS 4' CONC. SLA PREVENT WOOD TO CONC. CONTACT WI CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 18' O.G. �OUN1�?TION LAN COPYRIGHT 2011 Landmark Design Inc. All IQMGM*RE8ERvEPP 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. z�Y ---V)13-1\ A4‘3 Sefi S+tc�ers • 4 ,.;,,.r.nre.,14,11Y+r,. ,,nom' RVIE ED FOR PE COMPLIANCE APPROVED jjg 05 2MB t City off Tukwila BUILDING-DAVIS . UILDING - i AECElVED CITY OF TU KW L.A FEB 1t 2 2013 PERMIT CENTER VENTILATION USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 ■ 829 SQ. FT. FOR VENVIDE NTTILLA ITIOD ONW/ NE OPENING WITHIN 3'-0' OF EACH COMER OF THE BLDG. PER SEC. 8408 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: L2B-2802-3R Date: 2-e-18 3 LSTA24 BEAM TO TOP PLATE CONT. DBL. TOP PLATE R -IO RI6ID INSULATION 0 EXTERIOR SIDE OP WALL (SHADED AREA) KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS LSTA30 - HDR 4 SILL TO 3x BLOCKING. 5/S2 31/2 x 1114 LVL LSTA24 - BEAM TO TOP PLATE 5 4.2x6 Wi PC CAP (3) 2x6 51/2 x 12 GLIB 51/2 x12GLB BEARING UMLL IIFAINFACIAMIANIAMOrIrIFIFIrairArArAFINIFIFINFAIGIII 41," 6X6 PT POST W/ CCQ CAP 4 PB BASE APPLIANCES IN ATTIC NOTES: PER .2015 IRC MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING ARID A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.1.3.1. 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 39. EXPOSED LAMPS SHALL SE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2 -LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MPG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-35 HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. 6. SOLID FUEL -BURNING APPLIANCES SHALL SE PROVIDED WITH COMBUSTION AIR IN ACCORDANCE WITH THE APPLIANCE MANUFACTURER'S INSTALLATION INSTRUCTIONS PER IRC M1101.1. 1. FOLLOW MANUFACTURER'S INSTALLATION TO PLATFOOR1'1 FOR SEISMIC SUPPORT. ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED SY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.I - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL 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 LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 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. 88062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 8806.3 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SWEET N2 FOR ROOF VENTILATION CALCULATIONS Al ►��'° LOCATIONS ROOF OVERFF E T. TES: IRC SEC 85023 BO BE RAFT SHAL OT L FTE 3) 2x4 DBL. JOIST BEARING WALL SARI ` 0=.. \ I ‘\ 6 2xz US 210 3) 2x4 3 2.0 x 5112 x 15 GL5 4X6 PT POST WI EPC CA 4 PS BASE x CANTILEVER 4x12 SECOND FLOOR FRAMING PLAN va..r-o• COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6x6 P.T. -OST W/ CCQ CAP 4 CBSQ BASE 5) 2x4 IN D LL AN. RI H TH VALLE LEY NAN LL CO EY R + OF FRAMING NOTES: TO'2x RIDGE ALL NOT THE D WI THERE P RAFTER AND HE CUT END OF THE AT RIDGE, HIPS AND 1. ALL HEADERS TO BE 4x8 OF +2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WAR -10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. + SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. 8801.1. *ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. 8806. ALL FRAMING TO COMPLY WITH IRC SEC 8802. 6. A. REFER TO SHEAR WALL SCHEDULE. FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS 0 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DP *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. PEGER R2MUS4 S %///////117/1//1111/. r 't US24 HANGER PER TRUSS MPG. MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAI ATTIC ACCESS2 PER ,IRC 801.1 ,PROVIDE 222ACCgX36' S F R- A ANCCE Oli FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO SE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. MANF. TRUSSES w 24' O.C. JUS24 HANGER PER TRUSS MFG. O.H. 12' THD26 HANGERS PER TRUSS MPG. THDH2S HANGER PER TRUSS MFG. THD2S-2 HANGER PER TRUSS MPG. THDH2S-3 HANGER PER TRUSS MFG. (3) 2x6 WI LGT TO IRDER TRUSS LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) 4X6 PT POST WI EPCZ CA 4 PB BASE (TYP) Orr A%%/jAv4 IMF 4411 /�. US26 HANGER PER TRUSS MFG. JUS24 HANGER PER TRUSS MFG. RECEIVED CITY OF TUKWILA FEB 1 2 201B PERMIT CENTER 4X6 PT POST W/ EPCZ CA 4 PB BASE ROOD FSAt4IN FLAN 1B63 (TYP) NOTE- FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. REVIEWED EOR (ME COMPLIANCE r, I �`.RO �J RED MAR ©5 2010 Miry of Tukwila UIL.0 1 IVISIO, 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: L2B-2802-3R Date: 2-9-1S 4 W/ IN 36° AF50 ROOF VENTS (50 5Q. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA !BOARD 1/16" LP FLAMEI~3LOCK FIRE - RATED OSB SHEATHING WATER BARRIER 2x6 STUDS "411 16" O.C. W/ R-21 FIC-3ERGLASS INS. EXTERIOR EXTERIOR FACING 16" 5/8" TYPE °X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -I/S" 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. 51/2' TI -TICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR • MIN 2x6 STUDS 16' O.C. .iMi 't01VM §IAVO iMd C .gtaMt'gi fA95 ArZC:OWei.SWI`.Z1/2.72taIle.7wla2`1•.L•it i[`X:isi iefe`iatZIAA7.n7.`[:7t.V.:G`Q.M.A..AdteRZ r.`[•aAi[ `Z.@`LX.227 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -I/S' 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/UJA 60-01 MN. 1/16' CATAGORY LP FLAMEBLOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIBER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING NO SCALE MIN. 6X6 PT POST 1/16' LP FLAMEIBLOCK FIRE - RATED OSIS SHEATHING Sig,' TYPE 'X' GYP SHT'G ��- SIDING OR TRIM PER PLAN NO SCALE POST DEL��S ORA�ST5 STRUCTURES FROM PROPERTY LINE W/ IN 36" AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGI-4T FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN T LEAST 40% 4 NOT MORE THAN 509 OF REQUIRED TS 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. 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. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 241' 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 WI CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 I HOgR 12 � �Ittttt otiittttt 11411 tilt tett ott%UM W tip tttot ATTIC SPACE MANUF 'TRUSSES 24'O.C. \ SEE ROOF FRAMING PLAN %ttt• •5•••etetM•titt • S EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 12302.1 12 I5 NO SCALE STAIR NOTES: PER IRC R3IL1 • STRII4 ERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. a MMIMUM RUN TO BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-8'. ' MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMUM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 1/4' NOR MORE THAN 2' IN CROSS SECTIONAL DFM • WINDING TREADS PER IRC R31L132.1 • SPIRAL STAIRS PROVIDE MIN 1 I/2' RN • A POINT 12' FROM WHERE ?READ IS NARROW -8T PER IRC R311.1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE I' PT RISERS I PT.2XI2 TREADS TO STRINGERS ,T 4' SPHERE SHALL NOT PASS THROUGH 4 .c. HANDRAIL TO BE PRESENT ON ON AT LEAST ONE 811* OF STAIR HANDGRIP PORTION OF HANDRAILS OF I ' MR. 4 2' MAX. EDGES SHALL HAVE HAVE CIRCULAR CROSS SECTION A MIN. RADIUS OF IV. ALL RECURRED GUARDRAILS To BE 36' MN. IN HEIGHT. OPENINGS FOR REWIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALL.CW A MOM 4 INCHES (102)2)2) TO PASS 1i•ROUG44. '.q 'II L -l14' MAX 36'X36' MIN. , CP 2X4 THRUST BLOCK INTERIOR JOCK ISTS PER PLAN DBL JST MMTTLD. HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS (EXT ` RIOR R- • _ %' SULATI ON iiiadtatSit\&M.._SSSS M •,,SSttettte4 •tSStSSSMIttettlt SSftSStSttettett►►.. \\\0151.11 Y••••\IL11110Ra 1�1•_i_•1.1.1.1.1.1••••••••••••••••;••••••••••••••••••••••••1.1.1.1•• • • • l :.G y I R-80 INSULATION NOOK R-30 INSULATION KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) BEOROONI 2 TVP. INT. WALL, (2) 2x4 GWB 2x4 STUD 16' O.C. 2x4 BOT. 1E STUDY loortfm GRADE 4' BARS 18' O.C. 1111 / ttiffl /ttt,,t 111 CRAWLSPACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. BUILDING SECTION BONUS ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) R -S0 INSULATION GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWS 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL IV' GILD • CEILING, AND WALLS (3) 2XI2 STRINGERS FRE ISLOCKI/b • MID -SPAN AND IN MUD W41.LS ALCM AND IN LTE WITH STRINGERS P AREA UNDER STARS IS U FINIS •ED AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS 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 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. -kA 61 X 0 11 s11 on IQ Q Z.<to 05 0't 1 NO SCALE 1r� TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC GRADE 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 5/8 INCH TO FACE OF STUD. RECEIVE;,.) CITY OF TUKW IL/ FEB 1 2 2013 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED ED MAR 05 2010 City of Tukwila I w • •:.a Q Welt 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: L2B-2802-3R Date: 5 ....Y •: :. . •,. • .. •i • . •.' .: . °.. .i.. • MIN. 6X6 PT POST 1/16' LP FLAMEIBLOCK FIRE - RATED OSIS SHEATHING Sig,' TYPE 'X' GYP SHT'G ��- SIDING OR TRIM PER PLAN NO SCALE POST DEL��S ORA�ST5 STRUCTURES FROM PROPERTY LINE W/ IN 36" AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGI-4T FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN T LEAST 40% 4 NOT MORE THAN 509 OF REQUIRED TS 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. 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. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 241' 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 WI CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 I HOgR 12 � �Ittttt otiittttt 11411 tilt tett ott%UM W tip tttot ATTIC SPACE MANUF 'TRUSSES 24'O.C. \ SEE ROOF FRAMING PLAN %ttt• •5•••etetM•titt • S EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 12302.1 12 I5 NO SCALE STAIR NOTES: PER IRC R3IL1 • STRII4 ERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. a MMIMUM RUN TO BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-8'. ' MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMUM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 1/4' NOR MORE THAN 2' IN CROSS SECTIONAL DFM • WINDING TREADS PER IRC R31L132.1 • SPIRAL STAIRS PROVIDE MIN 1 I/2' RN • A POINT 12' FROM WHERE ?READ IS NARROW -8T PER IRC R311.1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE I' PT RISERS I PT.2XI2 TREADS TO STRINGERS ,T 4' SPHERE SHALL NOT PASS THROUGH 4 .c. HANDRAIL TO BE PRESENT ON ON AT LEAST ONE 811* OF STAIR HANDGRIP PORTION OF HANDRAILS OF I ' MR. 4 2' MAX. EDGES SHALL HAVE HAVE CIRCULAR CROSS SECTION A MIN. RADIUS OF IV. ALL RECURRED GUARDRAILS To BE 36' MN. IN HEIGHT. OPENINGS FOR REWIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALL.CW A MOM 4 INCHES (102)2)2) TO PASS 1i•ROUG44. '.q 'II L -l14' MAX 36'X36' MIN. , CP 2X4 THRUST BLOCK INTERIOR JOCK ISTS PER PLAN DBL JST MMTTLD. HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS (EXT ` RIOR R- • _ %' SULATI ON iiiadtatSit\&M.._SSSS M •,,SSttettte4 •tSStSSSMIttettlt SSftSStSttettett►►.. \\\0151.11 Y••••\IL11110Ra 1�1•_i_•1.1.1.1.1.1••••••••••••••••;••••••••••••••••••••••••1.1.1.1•• • • • l :.G y I R-80 INSULATION NOOK R-30 INSULATION KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) BEOROONI 2 TVP. INT. WALL, (2) 2x4 GWB 2x4 STUD 16' O.C. 2x4 BOT. 1E STUDY loortfm GRADE 4' BARS 18' O.C. 1111 / ttiffl /ttt,,t 111 CRAWLSPACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. BUILDING SECTION BONUS ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) R -S0 INSULATION GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWS 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL IV' GILD • CEILING, AND WALLS (3) 2XI2 STRINGERS FRE ISLOCKI/b • MID -SPAN AND IN MUD W41.LS ALCM AND IN LTE WITH STRINGERS P AREA UNDER STARS IS U FINIS •ED AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS 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 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. -kA 61 X 0 11 s11 on IQ Q Z.<to 05 0't 1 NO SCALE 1r� TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC GRADE 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 5/8 INCH TO FACE OF STUD. RECEIVE;,.) CITY OF TUKW IL/ FEB 1 2 2013 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED ED MAR 05 2010 City of Tukwila I w • •:.a Q Welt 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: L2B-2802-3R Date: 5 110V 0 SD. • 4!i 1I0V S.D. CLG OUTLET CLG OUTLET REVIEWED FOR SDE COMPLIANCE APPROVED MAR 4 5 2010 INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SMALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDNGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 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 OP THE STAIRWAY. ELECTRICAL KE OVERHEAD -C�- CAN OUTLET DUPLEX OUTLET 220V OUTLET FEB 1 2 2018 PERMIT CENTER PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIB EXT. FAN VPOS 0 z con w •; 04 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: L2B-2802-3R Date: 2-9-18 6 GENERAL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITI-1 THE INTERNATIONAL BUILDING CODE (15C), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Sa : 1.5 - IBC FIGURE 16133(1) Spa: 1.0, Ie= 10,R:6.5 Ca : 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY NE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WIN A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM 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 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy : 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT COMERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" OS AND SMALLER) 2" (to AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DFC2 OR BETTER POSTS DP2 OR BETTER 2x FRAMING HF"2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AIWA 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 OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION 180 2304.10.5. ALL MINIMUM NAILING SHALL BE PER 180 TABLE 2304.10. U.N.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLIB) TO 5E 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 SHALL 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 LARGER THAN 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb : 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. 086-15-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d 6 12" 0.0. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d 6 0" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d 6 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED 80X NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 6 12" 0.0. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF NE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UNA. 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" 0C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAPPERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF 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 MSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOUJN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (I) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX 8d 6 6" O.C. 5/8" a 60" 0C. QaII = 230 PLF A> OR 056 1/2" CDX ad * 4" 0.C. 54" 6 32" 0.C. Qa II : 350 PLF > OR 065 1/2" CDX 8d * 3" 0.0. 8/e" 6 16" 0C. Qa II :450 PLF © OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / S2.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" j" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE 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 SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM AI53. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 1661 9 12" O.C. STAGGERED. i , 31,2 x 91'2 LYJ. �% 4x10 C L5TA30 - HDR 4 SILL TO 3x BLOCKING: (TYP. 2 PLACES) _3 x 114 LVL L T 1 , lj UPPER FLOOR A : 1,558 SQ FT - GIRDER TOP PLATE L8TA24 - BEAM TO TOP PLATE -- \ $1iiic12GM /, LSTA24 - BEAM r0 TOP PLATE 9 , x 12 MAIN FLOOR A : 1,244 SQ FT tral Xl 5�{x111lLVL _� ,„... ,„„„, „,„„„„„„ il A:511 SQ FT Bh x {!; GLB 4x12 6„1 4x12 MP. OF 2) STEM WALL 2'-0" 8" a 4 -'a CONTINU0L18 FTG. REINFORCEMENT 1'-0" j, MINIMUM z MAX. STEPPED FOOTING DETAIL eca.E '4' . 11-0■ O Z 1!! » co Q ISSUE MSTC40 HOLDOWV. ALIGN WITH EMBEDDED STHD TYPE HOLDOUN!BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMEER OR BLOCKING SHEATHNG 4 NAIL PER PLAN. MATCH IU4LL ABOVE uNA. 6'-0" MAX 18" M'N 16d a 16" OC. SOLE PLATE NAILING. 341 SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UNA. MAINTAIN MIN. 14" END DISTANCE. 2x6STUD a161OC.USE DBL STUD a ENDS OF SHEAR WALLS 4 HOLDCUNS. sis 10'-0' MAX 2x NAILER AND PT SILL w/ %"4 ANCHOR BOLT 4 3' x 3" x '4" WASHER AT 5'-0' 0.0 M.O. (ALT. MASA a 48" O.C) 5THD TYPE HOLDOWN PER PLAN. *4 BAR a 10" O.C. -HORIZ 2'-0" 141_13AR a 16" O.C. - YER'I. MAXIMUM CRIPPLE WALL WITIH BACKFILL FOUNDATION SCALE: j' • 11-0' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 05 2010 City of Tukwila RECFivs_i:° CITY OF TUKWILA FEB 1 2 M3 PERMIT CENTER 60639 COPYRIGHT 2016, SEGA ENGINEERS SE 144 tie" RATED SHEATHING 6" 0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS 6 EACH END w/ (2) 8d. SHEATHING AND NAILING PER PLAN OR SCI-IEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 141 FRAMING ANCHOR EACH TRUSS. USE 1-110-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d e 6" 0C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT 5111) TYPICAL ROOF FRAMING CONNECTION SCALE: I" • 1'-0" 1/2" RATED SHEATHING Sde6"0.C. (4" 0.0. e SIM.)\ GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d e 6" D.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCI-{EDULE. I■ •A A35 a 48" 0.C. (USE 24" 0.C. AT SIM.) 2x BRACE PER TRUSS SUPPLIER OR 9 48" O.C. SECURE to/ A34 EACH END. I 2x FRAMING PER PLAN. (HEADER 6 SIM) ROOF FRAMING 6 GABLE END SCALE: 1" • I'-0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE Sd64"0.C.- 2x BLOCKING w/ 16d a 8" OC. 1"2" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) Sd TO 2x BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x BLOCKING w/ (2) Sd TO STUD EACH END 2x STUD PER PLAN LOUDER ROOF FRAMING 6 SHEAR UJALL SCAI_E: I" ■ 1'-0" 1/2" RATED SHEATHING w/ Sd 6 4" 0.C. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (BEAM AT SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR 2x STUD (NOT 6 SIN) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES 4 DRAG STRUT CONNECTION S2.0 SCALE: 1" • 1'-0" il MSTC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT 5111) SOLE PLATE NAILING. USE 16d ® 16" 0.0. MIN. SOLID RIM JOIST (3) Sd JOIST -TO -TOP PLATE UN.O. MAINTAIN MN. 11/2 " END DISTANCE. " SUBFLOOR JOIST PER PLAN 2x DEL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6" 0.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: I" • i'-0" 2x JOIST PER PLAN 8d e 4" O.C. 3/4" SUBFLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR AT 111 _„_,,._„_„_„�„_„” O.C. TO TOP PLATE. l—,_„ 6 SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT SIM) • II FRAMING AT INTERIOR 5I -EAR UJALL SCALE: I" " 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 'SIMPSON' HOLDOUN PER PLAN 16d 8 4" 0.C. SOLE PLATE NAILING. Sd 8 6" OC. UNO " SUBFLOOR JOIST PER PLAN LUS210 HANGER BEAM PER PLAN 5HEAR WALL FRAMING AT FLUSH BEAM 52.0 SCALE: 1" = 1'-0" 1/2" RATED SHEATHING 4 NAILING PER PLAN. 16d 9 8" 0C. SOLE PLATE NAILING. SOLID RIM JOIST 34" SUBFLOOR JOIST PER PLAN BEAM PER PLAN. SHEAR WALL FRAMING AT BEAM SCALE: I" ■ 1'-0" Sd 6 6" OC. SUBFLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) Sd TO JOISTS. JOIST PER PLAN z, 7/' 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR (ALT. 434 ANCHOR TWO SIDES) FTG PER PLAN FINISH GRADE i + A D IS" 12" MIN. MIN. (i0 FLOOR FRAMING AT CRAWL SPACE 52.0 SCALE: 1" • I'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE TRUSS PER PLAN. 16d 6 8" D.C. SOLE PLATE NAILING. 8d a 6" O.C. UNO 34" SUBFLOOR LUS HANGER BY TRUSS SUPPLIER JOIST PER PLAN - LUS 210 HANGER BEAM PER PLAN SHEAR WALL FRAMING AT BEAM SCALE: I" = l'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 43"x3"x1/4 WASHER PER PLAN OR SCHEDULE. USE 5/8"4) e 60" O.C. MIN. 6" MIN_ FINISH GRADE OR SLAB ON GRADE STHD HOLDOUN PER PLAN 1'-6" M 1 8" 1 2x STUD PER PLAN. USE DEL STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MN. 6 MIL VAPOR BARRIER *4 BAR - HORIZ. *4 LBAR a 24" O.C. - VERTICAL EAR CONT. 1'-4" s FOUNDATION AT SLAB ON GRADE SCALE: I" ■ I'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD 6 ENDS OF SHEAR WALLS 4 HOLDOWNS. 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.D.G.) FINISH GRADE 12" 11AX. (S.OE. 9 SIM) 1'-6' MIN 2'-6" MAX. 4 16d 9 16" 0.C. SOLE PLATE NAILING. 34" SHEATHING ANCHOR BOLT w/ 3"x3"x14" WASHER SEE SCHEDULE FOR SIZE 4 SPACING.USE 3/8" . AT 60" 0.C. UN.O. 2x PT SILL AR - 1-IORIZ. STHD HOLDOWN PER PLAN. 414L BAR 6 24" O.C. - VERT. *4 EAR CONTINUOUS 1'-4"jp, 14� FOUNDATION AT CRAWL SPACE 52.0 SCALE: V' • I'-0" X63 DBL 2x TOP PLATE HDR PER PLAN. TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TYP) 2x SILL PLAiE 1• . • • .1 1/2" RATED SHEATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) SHEAR WALL FORCE TRANSFER DET SCALE: I" m I'-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 10'-0" MAXIMUM 16" 'MINIMUM' TOP OF STEM WALL ELEV. VARIES STHDI4 HOEDOWN UNO. REVIEWED FOROR CODE COMPLIANCE APPROVED MAR 05 21111 City of `� ukwila L.OIt G11 VIUIOTI_ NAIL SHEATHING TO HDR w/ 8d 8 3" 0.C. EACH WAY. + Tw/ FASTEN TOP PLATE TO HEADER (2) ROWS 16d AT 3" 0.0. . 4 4 + 4 ++ + ++ ++ ++ ++ :/—(2) 2x STUDS (TYP) • + • 4x BLOCKING 9 MIDDLE . ' 24" IF REQUIRED. ++ 4 + + + + + 4 + . + 4 .+ 4 4 4 4• + ++ ++ ++ ++ + 4 : • 1'2" RATED SHEATHING (24/0 EXP 1). yi—NAIL w/ (2) ROWS 8d 6 3" 0C. AT :: PANEL EDGES. + 4 + 4 + 4 + 4 + ++ + + + +4 + 4 + ,+ (2) 2x PLATE. (NAILREC',�; SHT'G TO EA P1 TB)OF- TUKWILA FEB 1 2 2018 PERMIT CENTER 2x PT SILL (2) 3/84 ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 1/4" GALVANIZED 1E WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ *4 EAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: NONE COPYRIGHT 2016, SEGA ENGINEERS 0 0 CO Wcr) b a SE 0) 52 ,O JOBS 11-016)