Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D16-0340 - CARY LANG CONSTRUCTION - SINGLE FAMILY RESIDENCE
CARY LANG ALLENTOWN 1251950PLS D16-0340 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: htto://www.TukwilaWA.gov 0179002865 12519 50TH PL S Project Name: CARY LANG - ALLENTOWN COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D16-0340 1/24/2017 7/23/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: NGUYEN SINH & HUYNH LAN 3665 RENTON AVENUE S , SEATTLE, WA, 98144 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Lender: Name: CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCT NEW 2853 SQ FT SINGLE FAMILY RESIDENCE WITH 391 SQ FT ATTACHED GARAGE AND 168 SQ FT OF COVERED PORCHES Project Valuation: $379,465.14 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: v -b Electrical Service Provided by: Fees Collected: $49,613.08 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes /j 09/k Permit Center Authorized Signature: ¢ '(�f Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: / Z 1/47 - Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 31: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 37: ***PUBLIC WORKS PERMIT CONDITIONS*** 38: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 39: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 40: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 41: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 42: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 43: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 44: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 45: Any material spilled onto any street shall be cleaned up immediately. 46: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 47: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 48: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 49: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 50: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 51: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 52: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 53: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 54: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 55: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 56: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 57: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 59: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 60: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit Cxx-00xx. Fee based on two new single family homes including house under Building permit no. D16-0341. 61: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 62: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 64: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 65: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 66: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 63: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 67: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 68: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. i fp '- 0 3 Lf cj Project No.: Date Application Accepted: ( a�3 -( 0 Date Application Expires: (.p (3 `17 (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 1 Z5 J 50 r 1 5 D u'rk King Co Assessor's Tax No.: O1 9'©o' 2-6)65 (cw;i PROPERTY OWNER Name: // � 4/-7 1--4 n q (9wSrT o T3/e . Address:2 g p/s•i. 1 mip 3 w City: �i .6,4 // ks State: (ithG _ Zip: Tow CONTACT PERSON — person receiving all project communication Name: Address: —Ariekessz........d Phone: Fax: City: State: Zip: Phone:2.4_Y2,3_s-5. Fax: City: State: Email: ,p /� L eif" ail ei OA%%�"4-✓Lr Phone: Fax: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: 10•F Contr Reg No.:d�► f�.R yLc /O Exp Date: 944111 O Tukwila Business License No.: oQ 94/ �T ARCHITECT OF RECORD Company Name:° 'qq r ` Company Name: -- Address: 2.....2_ 3,P 9 5G 2_12-i / P/ Architect Name: Phone: 360 e6.10 r Fax: Address: City: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name:° 'qq r ` Engineer Name: 6._,_ Address: 2.....2_ 3,P 9 5G 2_12-i / P/ City: gI',4c tato Jf tate: Ili, Zip: /g9, 0 Phone: 360 e6.10 r Fax: Email: SeJge v 9 t 14t?Caw-c.a-s,7_,n. k _i__ LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /� / F. �. /�[' Address: rCU/1'y City: State: Zip: H:\Applications\Porms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 200)000 Scope of work (please provide detailed information): 1opi5rt cr fu -s Wu., 5 itf f y DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement istfloor Pa 2 -/ 2nd floor /7 9t Garage 2. carport ■ 2 c l Deck — covered N uncovered ■ / 6 g Total square footage 3ttfa U 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 $ )� furnace <100k btu / thermostat emergency generator fuel type: ❑ electric la gas appliance vent 3 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: gZ aC/ :1 Value of plumbing/gas piping work $ 2- bathtub (or bath/shower combo) ) dishwasher lavatory (bathroom sink) 1 water heater (gas) bidet floor drain sink lawn sprinkler system Ii:\Applications\Forms•Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh f clothes washer /� shower water closet 3 gas piping outlets Page 2 of PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. TER DISTRICT ...Tukwila011 ❑ ...Water District #125 0 ...Letter of water availability provided 0 .. Highline ❑ .. Renton EWER DISTRICT ...Tukwila 0 ...Valley View 0 .. Renton ❑ .. Seattle ...Sewer use certificate 0 ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION— TRIS 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 MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN 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 OWNED ARI AGENT: Signature: Date: iW44•//i- Print Name: (LI G ft (oh-'' Z /' ' " Day Telephone: Mailing Address: < P 5e -t Rd.Ps-k UM111/24-111/24-9 Sla2-5 CityState 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 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME /25 % L . - p pp,- P RMIT # ' G 311 D t_ G If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization $250 (1) Erosion prevention Water/Sewer/Surface Water (6-0(.--40 /�oP� Road/Parking/Access o A. Total Improvements3 Ip 00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. %' !o n C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume cubic yards (%C9 cubic yards $ lb ta (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE \/ Up to 50 CY Free 51 - 100 - — $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 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 $ b (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 3° (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/15/16 RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee /L240 -°° d o $ '. (6) 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. QUANTITY IN CUBIC YARDS RATE j 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) • • Approved 09.25.02 'Last Revised 01/15/16 • 2 J BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees ao 6. Permit Issuance/Inspection Fee (B+C+D) (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 7. 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. QUANTITY IN CUBIC YARDS RATE ,.i 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter – Deduct ($25) B. Flood Control Zone ($52.50 – includes Technology Fee) C. Water Meter – Permanent* )12. S D. Water Meter – Water only* E. Water Meter – Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ l7 D. Allentown/Foster Pt Water (Ord 2177) $ /4 gS4 — (/I PTV 12/3i /t� E. Allentown/Foster Pt Sewer (Ord 2177) $ /9 goo `- (,4i -r Z 121 : F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation MitigatiorylmPpet ) $ 1013 I. Other Fees $ con CAS6A-> W(+ ,p_ L(.Ig cf Total/A through I 05 $ 3- -70.5 r (10) $9 sg'3 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2016 —12.31.2016 Total Fee 0.75 $625 .i $6005 $6630 1 .i $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/15/16 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS Cash Register Receipt City of Tukwila ACCOUNT 1 QUANTITY 1 PAID PermitTRAK $93,639.88 D16-0341 Address: 12515 50TH PL S Apn: 0179002860 $46,784.24 1 INCH $7,130.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 8640.237.500 0.00 $6,005.00 DEVELOPMENT $3,794.10 PERMIT FEE R000.322.100.00.00 0.00 $3,789.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $217.71 TECHNOLOGY FEE R000.322.900.04.00 0.00 $217.71 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 TOTAL FEES PAID BY RECEIPT: R10545 $93,639.88 Date Paid: Tuesday, January 24, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24614 Printed: Tuesday, January 24, 2017 9:43 AM 2 of 2 11S YSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS l ACCOUNT I QUANTITY I PAID PermitTRAK $93,639.88 D16-0340 Address: 12519 50TH PL S Apn: 0179002865 $46,855.64 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,862.10 PERMIT FEE R000.322.100.00.00 0.00 $3,857.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $221.11 TECHNOLOGY FEE R000.322.900.04.00 0.00 $221.11 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D16-0341 Address: 12515 50TH PL 5 Apn: 0179002860 $46,784.24 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 Date Paid: Tuesday, January 24, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24614 Printed: Tuesday, January 24, 2017 9:43 AM 1 of 2 egPFAVSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,470.68 D16-0340 Address: 12519 50TH PL S Apn: 0179002865 $2,757.44 DEVELOPMENT $2,507.44 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,507.44 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D16-0341 Address: 12515 50TH PL S Apn: 0179002860 $2,713.24 DEVELOPMENT $2,463.24 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,463.24 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R10024 R000.322.100.00.00 0.00 $250.00 $5,470.68 Date Paid: Tuesday, December 13, 2016 Paid By: CARY LANG Pay Method: CREDIT CARD 08906G Printed: Tuesday, December 13, 2016 12:13 PM 1 of 1 CSYSTEMS INSPECTION RECORD Retain a copy with permit b) -6,3 /O PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 T'" Pro�j ct: A e'/ f Typte of Inspection: `.1%�Di / AA' Address: ,-/ 2575 0 PL. SP Date Called: Special Instructions: Date Wan G d: l p.m. Reque er: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Aswan REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS 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 N6- Pr ct: Z G Tyof Insp ection:C'et .6-Y ,. C74:1? Addres f2� Pe- Date Called: Special Instructions: Date Wante ` y / 7 p.m. Request Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: [l 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION RECORD VOA Retain a copy with permit IN` ION NO. I( o31-10 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: CAR? z- Ty f Inspection: �m .. 1 ✓tri Address: ate Called: Special Instructions: Date Wane)i 1i� v , a:m: Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: NrN Inspector: Dater 9 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Proje�ct: (Ate /A"re Tote of Inspection: j m)il, "-/W Address: 12S:7 9 672 iii. 5 Date Called: Special Instructions: Date W bte e) v % .� a.m: p. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: cAei LA J - Type of Inspection: 'AS eIPiA i'4 t - Address: , / ZV 1 $V Pi_ 3 Date Called: Special Instructions: Date Wa ea �� / a.m` p.m. Request : Phone No: (.w4 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Abib, Date: 6// REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b6 - 03 4/o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje�c i CA / ZA.Are.,' Type of Inspection: A4Ec/44A0 )C41- /'L%4Z- Address: /I57 S7,1 PL S Date Called: Special Instructions: : Date W6791/7 Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bi6-0 cio 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj t: Ar'f 1A4& Tm eof Ins ection: � ' e7,06/416 -IA) S L,. Address: igS7T s 111 P6 S Date Cal d: Special Instructions: • Date Wante6 7 a.m. ' .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dater l7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ' SN 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 c34/O Project: Type of Ins •; c on: Address: ,Zs79 SO fm/ , s Date Cal d: Special Instructions: Date W to ;. a.m. Request : Phone No: 0 Approved per applicable codes.Corrections required prior to approval. COMMENTS: tixfAA31,e- TV Weniel WILL kX51— Cts L /4Cter3 ector:l�� Lrt Date/1 ! 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION .u6 -03q0 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 P ject: LA - 46- -Ai L ? Type of Inspection: (Fr cs4i Address: / a7q srli ta..:‹ Date Called: Special Instructions: Date Want ' 12q�n a.m. p.m. Request : Phone No: al Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Dater /2,j t7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WinINSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b) -c io Pro'ect: cAr�4 L,4A 6 — 4ut`rAid Type//of''Inspection: 6LAv4 - Address: /nag szini PL S Date Called: Special instructions: Date Wante 7 2117 p.m. Request : / Phone No: Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: Inspector: Ato w Date: ,/ LI L i '7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit o 3140 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P Iect: (A�-}/ Z A & —,Ii263m,Lni Typs of Inspection: WALL- / c✓ d ?c Address: /ZS -Pi i s'7 PL. _S Date Called: Special Instructions: Date Wante If /9 f7 a. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:A Awt Date: /17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat( to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P oject: Mfr' Typ nspection: 0 / Al& ,01-146543'7740, Address: /2S -M ai194 S Date Called: Special Instructions: Date Wanted: �,th„ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)6-01440 Pr ject:'CAVA r t & - AtteAreiAl Type spection: � ..A- 2NI& Address: /2S)q StillPi. S Date Called: i‘AivelbAr--_5-pieit /-16"152s Ar A1TJC ecowi L Special Instructions: Date Wante 1/L / 7 p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i )400a6k elyukire, i‘AivelbAr--_5-pieit /-16"152s Ar A1TJC ecowi L r.tai 7-cs eta 4X b P 2 Ccin-itireo?6"- 10 1 Inspector: /' AIAsi REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:_CA)-Si ZAJ T i-) /yke of cJ I,s ! f 0Ar Address: Date Called: Special Instructions: Date Wanted , it o i ? a.m. p.m. Requester. Phone No: AnApproved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: AI), Date: REINSPECTION FEE REQUIRED. Prior to next inspection. 'fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �1 rreli Retain a copy with permit INSPECTION RECORD . INSP ON NO. PERMIT NO. P6-6731-10 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'j. cct,:: % r/ COY 7 4�0 AJ6' Tagoff Inspection: y�� `, re�I �1 i� - /A) AA' 604 Address: Date Called: Special Instructions: Date Wanted:' q //h 7 Requester: /// Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: y 6;/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dl b-0310 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: Type of Ins ctipn: �Q -114 e 1,,,i Addres . w [ z « 5 Pi. 50 Date Cain : Special Instructions: Date Wanted: 3-3( f 7 m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. OMMENTS: Inspector: Date -3` - 17 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 Rro eet - 4) L 5 / k)9 Type-oHt eetion- . 416- awl! 7Zt. AI Address: /2-51? 6677f ��.3 i Date Called: Special Instructions: Date Wanted:_ 1 Y� a.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: „...02Xi ,3 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit P/6-63/0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project_ &lig 6.- mum Type of Inspection: At.1) . Sff /1--%l" Address: /257 307-1-t,L.., , Date Called: Special Instructions: Date Wanted: 5 •"'/ 7 am .m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Wit' - /`i 7 T,/G 4r(i Ok - UIJG'0(-8 iL)# /441JNG— Inspector: Date: —3�2./ / 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 itQ -e 3 110 Project: c *,-y2 - -&LI/Y i73k//V Type of Inspection: U, /2(,? i -zOR t-RA- im/ - it-RA-mm/6- Address: Address: I2.SI9 .57377-i0 . Si, Date Called: -r- /e�rl•EE!` Special Instructions: Date Wanted: 3--8 --% 7 .. . Requester: Phone No: Approved per applicable codes. gCorrections required prior to approval. COMMENTS: FLt®M POST Tr" Batik ebtiiJICrlo i✓. U5 84_ ?C) PRlhi i r A -r- /e�rl•EE!` Inspector: Date: 5--es-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION t:)(o-0310 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: cry /..JUNG -6: JV 7-15041 Type of Inspection: fa'nN & pRi4-1 Ns Address: �p� ' $v lz5l9 77-r PL Si Date Called: Special Instructions: Date Wanted: 22317 a.m. Requester: BRET'T Phone No: 253 _-70 -3829 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: .—Z3 -f7 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 D149 -03V0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: /z5lc1 &%7f f Li J m Date Called: CiamY p.m. Special Instructions: Date Wanted: .2-15q7 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO ENTS: Inspector: Date: a137/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 a3If Project: ellAyb'Ui - Aui/17VWN Type of Inspection: rbOnu &— Address: /2579 Pi., -SI Date Called: Special Instructions: Date Wanted: .2_15_17 m. Requester: Phone No: 711 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit -i 4 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: _.,(Type 2 Fire Alarm: of Inspection: c/p 161 /4"-w( Address:Contact Suite #: /25-7, 'G 92 Person: w t C'1 Special Instructions: 1----c,A. I /3i s et- frt-( Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: s'S(Il7> Pre -Fire: Permits: , 1----c,A. I /3i s et- frt-( 2 1-4 .u�s , d ed -- gt rt-c-- t-S5 Ai t-" /9 --5A( 36 S -e -c L-1 z 4. ie 6- ( 96-f' /'?-- %4 ( . c r 11 Li Oi/Zv 15.77 51 ,v hjc-)-L 60,/ y -s S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector: Fjpi czt__-- Date: x// i) i - Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Off,- c� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:/1k Z 5e 2, Fire Alarm: Type of Inspection: / (.4i/ Address: Pre -Fire: Srson: Contact Pe / 2/5-77 Suite #:P Special Instructions: _$p / A), G c-�2- Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: _$p / A), G c-�2- co iJ 6_ Ilk- - c v"L'-'2- i C c 1 AJet 0 k,1 o - z.G k - Tk 71 o Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 11/4 e 4 Date: 4-1/9/( 9— Hrs.: $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 L2-285 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All' Climate: Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor. n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceilingk. 491 0.026 Wood Frame Wall9 m;n 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall'm 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and. Table R402.1.3 Footnotesincluded on Page 2. RECEIVED CITY OF TUKWILA DEC 13 2016 RERIIT 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 ❑ Dwelling units Tess 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. 1:1 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. ❑ 4. Additions less than 500 square feet:. .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la . 0.5 1 b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b . 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions REVIEVV►Fr5 CODE CC);, ACE ACE APPok5C`VaD JAN 17 2017 ❑. ❑ City of Tukwila ❑ BUILDING DIVISION 1.0 0 O 0.5 ❑ . 0 *1200 kwh 1.5 0.0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single "rafter= orjoist-vaulted"ceilings,Ifie insulation may be reduced to 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 approvedsource or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2853 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor 0.20 Ref. U -factor powder 2 0.0 0.28 great room 2 2 0.28 great room 46.0 1 0.28 dining 6 11.20 0.28 dining 2.94 7 0.28 kitchen 8 0.28 den 1 3 0.28 bedroom 4 6 1 0.28 bedroom 3 5 0.28 entry abv. 4 0.28 entry abv. 4 6.0 0.28 bedroom 2 1 4 0.28 master bedrroom 3 0.28 master bath' - ' 0.p 0.28 bath 0.0 4 0.28 stair 6 0.00 0.28 attic room 1 4 0.28 4 0.0 1 2 0.0 3 0.00 1 2 0.00 3 2 4 4 6 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Width Height Qt. Feet Inch Feet Inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 0.0 5 2 2 6 6 46.0 1 5 40.0 6 11.20 1 6 2.94 7 8 1 8 5 16.0 1 3 8.0 3 6 1 5 3.36 5 1 6 4 16.0. 1 4 6.0 4 1.68 1 4 1.68 2 3 2 2 0.p 1 4 0.0 4 0.00 1 6 0.00 4 1 4 4 0.0 1 2 0.0 3 0.00 1 2 0.00 3 2 4 4 6 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 2.80 30.0 8.40 30.0 8.40 46.0 12.88 40.0 11.20 10.5 2.94 25.0 7.00 24.0 6.72 16.0 4.48 8.0 2.24 12.0 3.36 16.0 4.48 24.0 6.72 16.0. 4.48 6.0 1.68 6.0 1.68 36.0 10.08 0.0 0.00 0.p 0.00 0.0 0.00 0.0 • 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 355.5 99.54 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0.._ 0.00. 0.0 0.00 0.0 0.00 0.0 0.00 0.00 375.5 103.54 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. ACCAprocedures 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 JZ -28,` Heating System Type: *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 Tukwila h: Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions-. Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings No Vaulted Ceilings in this project. Instructions Above Grade Walls (see Figure 1),. Instructions Floors Instructions R-21 Intermediate Below Grade Walls (see Figure1). Instructions No Below Grade Walls in this project. Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figu:el) Instructions Location of Ducts Instructions �. No Slab on Grade in this project. Unconditioned Space Design Temperature Difference (AT) AT = Indoor(70 degrees) - Outdoor Design Temp U -Factor 0.30 U -Factor 0.50 Conditioned Volume 24,251 Area X Area UA 106.50 UA U -Factor X Area = UA 0.026 U -Factor X U -Factor X 0.056 Area Area 2565',.. U -Factor X Area 0.025 1 60 U -Factor F -Factor F -Factor Sum of UA Area Length Len•th 38.09 UA UA 143.64 UA 36.50 UA UA UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA XAT Air Leakage Heat Load VolumeX 0.6X4TX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X 1 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 324.73 46 14,938 Btu / Hour 12,048 Btu / Hour 26,985 Btu / Hour 29,684 Btu / Hour .10 41,557 Btu / Hour (07/01/13) LirLiir:L3 i{�....� Geotechnical Engineering Report 12515 and 12519 50th P1 S Tukwila, Washington P/N 0179002865/0179002860 December 5, 2016 prepared for: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P807 -T16 REVIEWED FOR CODE COMPLIANCE 23 APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER btO3LtO TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Location and Depth of Exploration 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 December 5, 2016 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 12515 and 12519 50th P1 S Tukwila, Washington P/N 0179002865/0179002860 MGI Project P807 -T16 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of two directly adjacent, currently undeveloped, residential lots in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are roughly equidimensional and trend lengthwise from northeast to southwest, extending approximately 215 feet along this orientation, and span ± 40 feet from southeast to northwest. The lots are currently undeveloped and lightly vegetated, with the east side of the property fronting on 50th P1 S and the west end of the property bordering on the Duwamish River. The bank along the Duwamish River is 10 to 15 feet high and contains gradients of approximately 40 percent. Improvement plans involve the clearing/stripping the parcels, and the development of the lots for residential purposes. Development of the northernmost lot is imminent, whereas the southern lot will be developed at a later date. Residential sites will be setback an adequate distance from the Duwamish River bank. Page 1 of 12 Cary Lang Construction -12515 and 12519 50'" P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on November 18, 2016. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on November 18, 2016; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional location and termination depth of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of the test pit. TABLE 1 APPROXIMATE LOCATION AND DEPTH OF EXPLORATION Exploration Functional Location Termination Depth (feet) TP -1 Northern lot, western half of parcel 12 The specific number and location of our exploration was selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the exploration performed and utilized for this evaluation reveals subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pit was excavated with a rubber -tracked backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. Migizi Group, Inc. Page 2 of 12 Cary Lang Construction —1251.5 and 12519 50'" PIS, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of two directly adjacent, currently undeveloped, residential lots. These parcels are situated within the moderately populated Allentown neighborhood, of King County, Washington. The subject property is bounded on the north and south by developed residential sites, the east by 50th PI S, and on the west by the Duwamish River. Evidence exists on site that the property had previously been developed, with rubble of an old foundation being present along surface exposures. The interior of the site is largely devoid of vegetation outside of the scattered growths of lawn grasses. The bank along the Duwamish River is thickly vegetated with bamboo. The majority of the property is relatively level, with minimal grade change observed over its extent. The bank along the Duwamish River is 10 to 15 feet high, and generally descends at a gradient of ± 40 percent. The bank along the Duwamish River appears to be in a stable configuration, and in our opinion, does not appear to be an active erosion hazard area. No hydrologic features were observed on site, such as seeps, springs, ponds and streams, outside of the Duwamish River along the north side of the parcel. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface exploration. Fine-grained, sandy soils were encountered near surface elevations, directly beneath the existing topsoil horizon. This soil group contained some to trace silt, and extended to a depth of 9 feet below existing grade. Beneath this stratum, alluvial deposits graded to silty sands and silts, all of which contained some degree of mottling. This soil group was continuous to the termination depth of our subsurface exploration; a depth of 12 feet. Sands and silty sands were generally encountered in a loose in situ condition, whereas silts were typically soft. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface exploration generally corresponds with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration log (Appendix A) provide a detailed description of the soil strata encountered in our subsurface exploration. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface exploration which extended to a depth of 12 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade, roughly Migizi Group, Inc. Page 3 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, the site is underlain by fine-grained sandy soils at or near surface elevations, extending to a depth of 8 feet below existing grade. This soil group should be considered moderately to rapidly permeable, and should adequately support onsite retention. Infiltration analysis and recommendations were performed by a third party. 3_5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 30.2-1 in ASCE 7, per the 2012 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss =1.487 g SMs =1.338 g SDs = 0.892 g Si = 0.557 g SMS = 1.336 g SDS = 0.891 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0 seconds is 1.34 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. The silty sand alluvial stratum encountered beneath a depth of 8 to 9 feet is marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. Migizi Group, Inc. Page 4 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping the two tax parcels contained within the subject property, and the development of the lots for residential purposes. Development of the northernmost lot is imminent, whereas the southern lot will be developed at a later date. Residential sites will be setback an adequate distance from the Duwamish River bank. We offer these recommendations: • Feasibility: Based on our field exploration, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structures. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Buffers and/or Setbacks: It is our understanding that the proposed residence(s) will maintain a minimum setback of 50 feet from the top of the slope break along the bank of the Duwamish River. In our opinion, this adequately addresses site geological conditions, and no additional buffers, setbacks, or other forms of constraint need be implemented to address geological hazards. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an Migizi Group, Inc. Page 5 of 12 Cary Lang Construction —12515 and 12519 50'h P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 12 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect that shallow excavations will encounter loose sandy soils, and deeper excavations will encounter soft silt deposits; each of which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 6 of 12 Cary Lang Construction -12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Alluvial Fine Sand: Underlying a surface mantle of sod and topsoil, we encountered fine-grained sandy soils, which extended 8 feet below existing grade. This material type is relatively impervious to moisture content variations, and can be reused under most weather conditions as structural fill. • Alluvial Silt: Underlying sandy soils, as described above, we encountered silty sands and silts, which extended through the termination of our test pit exploration; a depth of 12 feet. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 7 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 8 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4_4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Migizi Group, Inc. Page 9 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016. P807 -T16 Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of Migizi Group, Inc. Page 10 of 12 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 1 Cary Lang Construction —12515 and 12519 50th P1 S, Tukwila, WA Geotechnical Engineering Report December 5, 2016 P807 -T16 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. ach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer TOPO! map printed on 12/05/16 from'Untitled,tpo' 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W 122°14.000' W WGS84122°13.000' W 122°19.000' W 122°18.000' W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 122°17.000' W 122°16,000' W 1mIMI IIS kE1 S crrA TONE CM GecppEc(m cem4o) 122°15.000' W 12515 and 12519 50th PI S Tukwila, Washington P/N 0179002865/0179002860 Topographic and Location Map 122°14.000' W WGS84122°13.000' W FIGURE 1 P807 -T16 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. W -E TEST PIT LOCATION TP -1 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 12515 50th PI S Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: Dec. 2, 2016 JOB NO. P807 -T16 SCALE: nts FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT MAJOR DIVISIONS TYPICAL NAMES GRAVELS CLEAN GRAVELS WITH LITTLE OR' GW • !.w• �I . • WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP l�••, °'Q° A; D•< POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES co J tl)(> o COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH GM o L ° $ • ) i< SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILTO5 MIXTURES o N z ^� OVER 15% FINES GC 'I ' 14, fit" CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES m Ili m cn cc - SANDS CLEAN SANDS WITH LITTLE SW •.•••.• WELL GRADED SANDS, GRAVELLY SANDS O 0 U 2 MORE THAN HALF OR NO FINES SP '• '• • POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE WITHSM j::'SANDS SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC ''.' .: CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY co .N o LIQUID LIMIT LESS THAN 50 CL j INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS o p at z w OL _— — - — -. — ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY = co `m w -c MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS Y_ , ti SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 4 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt i„, I, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value ►� Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 11 Auger Cuttings TC Cyclic Triaxial lei 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 SZ Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 lik MIGIZI (hili) GROUP �as►� Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Telephone: 253-537-9400 Figure A-2 Fax: 253-537-9401 CUENT Cary Lang Construction PROJECT NAME Geotechnical Report PROJECT NUMBER P807 -T16 PROJECT LOCATION 12515 and 12519 50th PI S, Tukwila, WA DATE STARTED 11/18/16 COMPLETED 11/18/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber -tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION _ 2.5 GB S-1 GB S-2 GB S-3 N"/ `' \ % s' Sod and Topsoil 1.0 SP- SM :. (SP -SM) Brown fine sand with silt (loose, moist) (Alluvial Deposits) 5.5 - 5.0 _ 7.5 SP (SP) Brown fine sand (loose, moist) (Alluvial Deposits) 8.0 _ - - _ - - 10.0 SM (SM) Brown fine silty sand (loose, moist) (Alluvial Deposits) 9.0 SP (SP) Brown fine sand (loose, moist) (Alluvial Deposits) 10.0 - - ML (ML) Light brown mottled sandy silt (soft, moist) (Alluvial Deposits) 12.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 12.0 feet. STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2853-2 November 23, 2016 Job No. : 12-021 Location: 12519 - 50th Place South Tukwila, Washington Copyright 2016, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 21117 City of Tukwila BUILDING RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER pts- 0 3Lto SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers,, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 09/07/16 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 (Vu1) KZ1 1.00 Exposure B Seismic Design Category D Sps 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 02/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/e" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@12"oc 4.4 5/8" GWB 2.8 Misc. 1.5 LL 11.5 psf Residential 40 psf Total Floor Load 51.5 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential 40 psf Total Deck Load 48.6 psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2012, SEGA Engineers 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ‘0,11c. dOC Mace- ,_. _ L�- - Z'P 53 JOB NO. l . d Z4 FIGURED BY 4 CHECKED BY DATE %/it , SHEET Z. OF C>CS + 14 LJ -t t tz M = 0.45 )P)(8')Z = fist' Y ' (1 r T e8 K/$ } � j (1,431i/4)7 14k 0cIS( ft , P/')( g')5 = 34./ x,� 'Tim 7� e. )o ./L'Ar. Srr 4//,/1 --- 0, &i t `fes rimit g.).) z ,4 -top Aharik Pz- J -w ' : \(.5s -in, J9 _ (o, 7Y-ms)Ci )') - = /-7,/g/' = 4(,.7fis-r). 41s -t. -73/.)(/‘•fr f 10/ w 47•7 //47- fz Copyright 2012, SEGA Engineers OC - S%L N• -is &Ls 4--- Frtc of cot SEGA Engineers PROJECT L Z ve .53 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 tj: 4--1-51Dpjr) /0:C;PPIrA .^5,( 44D,Y) Z 3114. VI' 1- t 0 z, 3)4-- JOB NO. 1Z-0 z-! FIGURED BY C' CHECKED BY DATE ZI9LSHEEr3 OF 6,33)74c13(j4ij5" 4'-7.)L/a3 W C Y4o I-100 pc - 360 r f- - 0,4v) (59-- 1.4't s') -1.4' 047&( 3.7)1) (9,S't" -Zoe ca NZ et_ 1i tP t. 311t.- trt.4 eDit 3%r -.ti -- (3.)Z')z 1:16g- c 42 Aoot " •(_ � )1 10 ,t. 14)-1,= L 4»,id ' / ,) t ' `- (le /e1,.'Kf 0-{/i)(0,14-1(4) V- 21L. ✓0,¢ce-3, t)igx)Z= 4/r ,,,,an ,hz cam, !L7ri1- 3,'3' rztr Copyright 2012, SEGA Engineers Ott— SEGA Engineers / PROJECT LZ. — Z.6 s 3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. FIGURED BY 6,1A7 'i r4 r CHECKED BY DATE EX/Mbi, SHEET 4 OF (e --"Jr) ?j,j i d �� �- 1.3 0 t spy - S pU= w ('12-441:.)C4-0 cyz t1= (110J 4-.1Y)- ()/>> Lc, 35Y/FT) o, is( /o,S')1.1 st)1-7 t) �i�x1n,z- 3-t *4 .) r14)(449.10) C4)6451)151 (- Z (.ZL )l )2.1r' t, L° 5SopeAr- M "(1c ) �Z�� �- 3�, 3°11- r_' 3 tie slz.14z&to etc , yz kr r . /i' ir' 17. d, 4c(10.6r )tio.t')z 3cAm ce,frieizo. r/7, rt- /1) t-' J ( ¢�/i / Q•( i" 4 7- 'fix i11/ ,p L 5-1/1/"_• l 11 v3 770 L-7 'S, °i') /-1 (o,/ rrir-; Cr -h 377 12i -f.( 01/r) e 4147 Copyright 2012, SEGA Engineers rt - 3 c. i �Gv* /fir z Of . SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht. �D LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building SDS =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wr _ Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.Oft) (9.5psf) = 25 kips (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32 kips W total = 57 kipsz Design Base Shear , V = ( .169) (57 kip) = 9.7 kip E = 9.7 kip = 6.9 kip 1.4 WIND Design Wind Pressure, ps = A Kzt psso Eq. 28.6-1, Sect. 28.6.3 where, )� = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kzt = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Pa -15 = ( 1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = .10.62 psf) P20 = ( 1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vim= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1ft) (18.6psf) Vsrs= (57ft) (10ft) (17.7psf) + (45ft) (5ft) (17.7psf) + (5ft) (1ft) (18.6psf) Therefore, (30ft) (5ft) (17.7psf) (30ft) (5ft) (17.7psf) =13.8 x 0.6 = 8.3 kips + (52ft) (5ft) (17.7psf) + (17ft) (5ft) (17.7psf) =20.3 x 0.6 = 12.2 kips Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers PROJECT LZ" z6C3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 )estG/il F)-.3.141/0,476f-tr9u4-ibt4-(c"Va .111X JOB NO. f Z rQ� FIGURED BY CHECKED BY DATE 202. SHEET"' 'OF D per.. Z, SQ4/114 l '- (1,dd )(ia, 4. t 43'c r S � r 4/A040/3,,,, /Zif. W+'� Z UR = z, 4 r. 4 1, t. Vp /49-/(to-zry40,4/..-4et r //, ,s4 9!=7,17; )= `Lr }ti'.=ZSf?' r-- 47A, fr 1(A tAt IT X11/ ttit V/001. Lt it' Copyright 2012, SEGA Engineers SEGA Engineers PROJECT LZ_ / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. is•a2t FIGURED BY 6,4r CHECKED BY DATE /L SHEET? OF 4.11lok WAtt. 2ES/c?") (coeur j 1 /1/4/7 )±-alegio.A'n÷C ,, /7341, D 4 - 3t 01711- (.,d (MT- 3i.s-731. 30571 hi.c.rogP44- [0, WA -L 4 . .� �'t 3� vl C -- -- } 4.P0) - Lek- ) "=" Z) 4- - SPr p )) 9 P"L 4V19 /4' 't(ALLAftittY)4') (0, ) .. ez.3 pr 41441 r 1, Sz.3*4 s, _ it. 40,214,4-7 Ai&3# /47"625 Copyright 2012, SEGA Engineers SEGA Engineers PROJECT LZ - 7 -SS 3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. - nZi FIGURED BY 6A 7 - CHECKED CHECKED BY DATED// SHEET Q OF 1A//¢c L. '17 (—Z)(rd)(in,ilf") /1s/+l+' = 3Fr- 1, 0 & //� t 3 4Di= • Copyright 2012, SEGA Engineers pL' ZOO plat 1) /0 3L Z�'SMh1�T SEGA Engineers /Structural & Civil Consulting Engineers PROJECT L2-2853 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 12-021 FIGURED BY CHAT CHECKED BY DATE 02/21/12 SHEET 9 OF J SHEAR UJALL. KEY PLAN O , .V/ UPPER FLOOR A • 1322 SQ FT 11 Ju LSTA30 • It t SILL TO 3x BLOCK? (TTP. 2 PLACES) LSTA30 • FDR t SILL TO 3x BLOCKNa (TTP. 2 PLACES) J1 T 4 41 4 J� LSTA30-IDR ISILL TO 3x BLOCKNC Pal---- LSTA30 - HDR ! SILL TO 3x BLOCK} MP. 2 PLACES) v_ V V, MAIN FLOOR A=I,0636QFT 4 O 0 ALL SCHEDULE iimum thing (1) "1-11 or 'OSB :,DX or )SB 3DX or )SB Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) See Deta 8d @ 6" o.c. 8d @ 4" o.c. 8d @ 3" o.c. it 12/S2.0 for Co 5/8' @ 60" o.c. 5/8' @ 32" o. c. 5/8" @ 16" o.c. nstruction QaII = 230 plf Qall = 350 plf Qall = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. Is designated " > " are shear walls. Exterior walls shall be sheathed with rated sheathing and nailed at all panel edges (Blocked) per schedule (uno). Edge nailing at abutting T1-11 shall be through each edge of each panel. Nailing at intermediate framing to be at 12" oc. not called out shall be per IBC Table 2304.9.1. vns and other framing hardware by Simpson or equal to be used per plan. Ends of shear ;hall use double studs minimum (UNO). inimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 4" ach end of the piece. Embed bolts a minimum of 7" into concrete. Washers to be am 3" x 3" x 1/4' and of hot -dipped zinc -coated galvanized steel. ble loads are permitted to be increased by 40% for wind design in accordance with action 2306.3 IVIII MiTek' Re: B1605665 tax lot 0179002865 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2641969 thru K2641998 My license renewal date for the state of Washington is May 16, 2017. I (9 December 6,2016 Baxter, David IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION 0340 RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER Job Truss Truss Type Qty Ply tax lot 0179002865 K2641969 B1605665 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-3-01 5-3-1 1-3-0 5-3-1 I 8-7-5 1 12-1-4 1 16-1-11 3-4-3 3-5-15 4-0-7 10x16 MT2OHS 7.00 12 3x8 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:13 2016 Page 1 D: bs K4AW 9Sgq?oevY FKegYuz FKFj-CXoj Bg G655a rgaij2 H 8wDxCytveZyI NG RDooJ ryBk70 19-9-0 1 23-4-5 27-4-12 30-10-11 34-2-15 1 39-0-0 10-91 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0 8x8 = 3x8 11 10x16 MT2OHS Scale = 1:78.6 5x8 = 16 8x16 MT2OHS = 13 8x8 = 12 5x8 = 6-11-3 1 12-1-4 1 27 -12 1 32-6-13 39-6-0 6-11-3 5-2-1 15-3-8 5-2-1 6-11-3 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [4:0-5-8,0-1-8], [8:0-5-8,0-1-8], [10:0-4-0,0-1-11], [13:0-3-8,0-6-0], [15:0-3-8,0-6-0], [36:0-0-0,0-0-0], [40:0-0-0,0-0-0], [40:0-0-0,0-0-0], [43:0-0-0,0-0-0], [43:0-0-0 0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.74 BC 0.59 WB 0.78 (Matrix) DEFL. in (loc) Vert(LL) -0.52 13-15 Vert(CT) -0.7613-15 Horz(CT) 0.05 10 Attic -0.2213-15 I/defl >902 >616 n/a 817 Lid 240 180 n/a 360 PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 345 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS `Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std *Except* 5-7: 2x4 HF No.2 2x4 HF Stud/Std OTHERS REACTIONS. (Ib/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=-172(LC 6) Max Gray 2=2098(LC 14), 10=2098(LC 15) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3516/0, 3-4=-3276/0, 4-5=-2476/0, 5-6=-25/451, 6-7=-25/451, 7-8=-2476/0, 8-9=-3276/0, 9-10=-3517/0 2-16=0/3090, 15-16=0/3097, 14-15=0/2609, 13-14=0/2609, 12-13=0/2969, 10-12=0/2961 5-17=-3065/0, 7-17=-3065/0, 4-15=0/1361, 8-13=0/1361, 3-15=-931/65, 9-13=-931/65, 9-12=-457/237, 3-16=-457/237 BOT CHORD WEBS Structural wood sheathing directly applied or 2-3-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-17, 7-17 1 Brace at Jt(s): 17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job* Truss Truss Type Qty Ply tax lot 0179002865 K2641970 B1605665 A02 ATTIC 2 1 Job Reference (optional) ProBuild Arlington, 0 Arlington, WA 98223 11-3-01 5-3-1 8-7-5 12-1-4 16-1-11 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 10x16 MT2OHS 7.00 12 3x8 II 3x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:14 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-gjM5P0HksPiiljHvc?f918k7dJzohCdPgtXLrHyBk7? 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 40-9-9 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0 8x8 = 6 3x8 11 10x16 MT2OHS Scale = 1:76.6 5x8 = 16 3x6 11 15 8x8 = 14 8x16 MT2OHS = 1 6-11-3 12-1-4 1 27-4-12 6-11-3 5-2-1 15-3-8 13 12 8x8 = 1 3x6 I I 32-6-13 5-2-1 1 5x8 = 39-6-0 6-11-3 0 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [4:0-5-8,0-1-8], [8:0-5-8,0-1-8], [10:0-4-0,0-1-11], [13:0-3-8,0-6-0], [15:0-3-8.0-6-0] 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 YES Code IRC2015/TP12014 CSI. TC 0.74 BC 0.59 WB 0.78 (Matrix) DEFL. in (loc) Vert(LL) -0.5213-15 Vert(CT) -0.7613-15 Horz(CT) 0.05 10 Attic -0.2213-15 I/defl >902 >616 n/a 817 L/d 240 180 n/a 360 PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 292 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std *Except* 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=-172(LC 6) Max Gray 2=2098(LC 14), 10=2098(LC 15) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3516/0, 3-4=-3276/0, 4-5=-2476/0, 5-6=-25/451, 6-7=-25/451, 7-8=-2476/0, 8-9=-3276/0, 9-10=-3517/0 BOT CHORD 2-16=0/3090, 15-16=0/3097, 14-15=0/2609, 13-14=0/2609, 12-13=0/2969, 10-12=0/2961 WEBS 5-17=-3065/0, 7-17=-3065/0, 4-15=0/1361, 8-13=0/1361, 3-15=-931/65, 9-13=-931/65, 9-12=-457/237, 3-16=-457/237 Structural wood sheathing directly applied or 2-3-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-17, 7-17 1 Brace at Jt(s): 17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Attic room checked for U360 deflection. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job* Truss Truss Type Qty Ply tax lot 0179002865 K2641971 B1605665 A03 ATTIC 6 1 4. Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 t1 -3-q 5-3-1 8-7-5 I 12-1-4 16-1-11 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 10x16 MT2OHS 7.00 12 3x8 II 3x6 = 1 19-9-0 3-7-5 8x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:14 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-gj M5P0HksPii IjHvc?f918k5_JzmhCQPgtXLrHyBk7? 23-4-5 1 27-4-12 30-10-11 34-2-15 39-6-0 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 3x8 11 10x10 Scale = 1:75.9 3x6 11 8x8 = 13 8x16 MT2OHS = 6-11-3 1 12-1-4 1 27-4-12 6-11-3 5-2-1 15-3-8 8x8 32-6-13 3x6 II 39-6-0 5-2-1 6-11-3 Iy 0 Plate Offsets (X Y)-- [2:0-4-0 0-1-11]. [4:0-6-4.0-0-0]. [8:0-6-4.0-0-0]. [10:0-1-15,0-0-1], [12:0-3-8 0-6-0] [14:0-3-8.0-6-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.59 WB 0.79 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) -0.52 12-14 -0.76 12-14 0.05 10 -0.22 12-14 I/defl >904 >618 n/a 815 Ud 240 180 n/a 360 PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 292 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3: 2x4 HF No.2, 9-10: 2x4 DF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std *Except* 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1867/0-5-8, 10=1759/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2106(LC 14), 10=2011(LC 15) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3532/0, 3-4=-3302/0, 4-5=-2497/0, 5-6=-21/455, 6-7=-18/456, 7-8=-2492/0, 8-9=-3312/0, 9-10=-3601/0 2-15=0/3095, 14-15=0/3103, 13-14=0/2622, 12-13=0/2622, 11-12=0/3068, 10-11=0/3061 5-16=-3094/0, 7-16=-3094/0, 4-14=0/1371, 8-12=0/1401, 3-14=-926/64, 9-12=-1021/73, 9-11=-431/246, 3-15=-469/230 BOT CHORD WEBS Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 7-16 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; 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 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad 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) Ceiling dead Toad (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 7) Bottom chord live Toad (40.0 psf) and additional bottom chord dead Toad (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for L/360 deflection. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITFPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641972 B1605665 AO3F ATTIC 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 0 11-3-Q 5-3-1 8-7-5 1 12-1-4 1-3-0 5-3-1 3-4-3 3-5-15 8x8 7.00 12 3x8 I I 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:15 2016 Page ID:bsK4AW9Sgq?oevYFKegYuzFKFj-8vwTCMI MdjgYvtr6AiAOIM HGdjHvQf7ZvXHuNkyBk7_ 16-1-11 19-9-0 23-4-5 1 27-4-12 1 30-10-11 34-2-15 39-6-0 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 3x8 = 5x8 = 2 16 15 14 3x6 11 12x12 2x4 = 8x8 = 8x8 = 6 17 3x8 II 2x4 I I I iJ 10x10 13 8x16 MT2OHS 12 8x8 = 6-11-3 1 9-10-11 112-1-4 1 27-4-12 1 32-6-13 6-11-3 2-11-8 2-2-10 15-3-8 5-2-1 5x8 39-6-0 6-11-3 1 Iq 0 Scale = 1:87.7 Plate Offsets (X.Y)— 2:0-4-0.0-1-11]. [4:0-5-8,0-1-8]. [8:0-5-8.0-1-81 [10:0-1-15,0-0-11 [12:0-3-8.0-6-4]. [14:0-3-8.0-6-8]. [15:0-4-0.0-3-12] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.85 BC 0.72 WB 0.83 (Matrix) DEFL. in (loc) Vert(LL) -0.51 12-14 Vert(CT) -0.75 15 Horz(CT) 0.05 10 Attic -0.2712-14 I/defl >927 >626 n/a 686 L/d 240 180 n/a 360 PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 290 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x8 DF SS *Except* 1-3: 2x4 HF No.2, 9-10 2x10 DF SS 2x4 HF Stud/Std `Except* 5-7: 2x4 HF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 2=1901/0-5-8, 10=1770/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2140(LC 14), 10=2022(LC 15) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3148/0, 3-4=-3367/0, 4-5=-2550/0, 5-6=0/524, 6-7=0/495, 7-8=-2568/0, 8-9=-3395/0, 9-10=-3615/0 2-16=0/2674, 15-16=0/2733, 14-15=0/2733, 13-14=0/2706, 12-13=0/2706, 11-12=0/3082, 10-11=0/3073 5-17=-3280/0, 7-17=-3280/0, 14-19=0/1383, 4-19=0/1399, 8-12=0/1415, 9-12=-993/76, 9-11=-521/218, 6-17=0/252, 16-18=-978/75, 3-18=-952/79 BOT CHORD WEBS Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-5-10 oc bracing. 1 Row at midpt 5-17, 7-17 1 Brace at Jt(s): 17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; 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 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) * This truss has been designed for a live Toad 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17, 18-20, 19-20 7) Bottom chord live load (40.0 psf) and additional bottom chord dead Toad (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for L/360 deflection. December 6,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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 ANSITTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111-1 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641973 B1605665 A04 ATTIC 1 A L Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 VI 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:17 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-412D11Jc9K4G9B?UH7CsNnMh_W3HueTsMrm?RcyBk6y r1-3-9 5-3-1 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 8x8 Scale = 1:75.9 1 6-11-3 1 12-1-4 6-11-3 5-2-1 27_-x}-12 15-3-8 1 32-6-13 5-2-1 1 39-6-0 6-11-3 0 Plate Offsets (X,Y)- [2:0-1-15.0-0-1], [10:0-1-15.0-0-1] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.54 BC 0.34 WB 0.45 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.3012-14 >999 240 Vert(CT) -0.45 12-14 >999 180 Horz(CT) 0.03 10 n/a n/a Attic -0.13 12-14 1406 360 PLATES GRIP MT20 185/148 Weight: 580 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS 'Except` 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std 'Except` 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2261/0-5-8, 10=1931/Mechanical Max Horz 2=170(LC 25) Max Uplift2=-109(LC 8) Max Gray 2=2511(LC 30), 10=2187(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4360/204, 3-4=-3900/139, 4-5=-2844/124, 5-6=-49/576, 6-7=-28/528, 7-8=-2891/142, 8-9=-3819/110, 9-10=-3900/28 BOT CHORD 2-15=-114/3819, 14-15=-112/3819, 13-14=0/3054, 12-13=0/3054, 11-12=0/3339, 10-11=0/3323 WEBS 5-16=-3706/203, 7-16=-3706/203, 4-14=-97/1875, 8-12=-1/1617, 3-14=-1317/207, 9-12=-820/240, 9-11=-662/201, 6-16=0/279, 3-15=-423/459 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 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 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) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead Toad (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=109. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 ANSIRPI1 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 s Truss Truss Type Qty Ply tax lot 0179002865 K2641973 B1605665 A04 ATTIC 1 A 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:17 2016 Page 2 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-412D11Jc9K4G9B?UH7CsNnMh_W3HueTsMrm?RcyBk6y NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 579 Ib down and 213 Ib up at 12-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-10=-16, 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=-80, 8-10=-70, 5-7=-10 Concentrated Loads (Ib) Vert: 14=-565(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641974 B1605665 A05 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 11-3-01 5-3-1 8-7-5 12-1-4 16-1-11 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 10x16 MT2OHS 7.00 12 3x8 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:18 2016 Page 1 ID bsK4AW9Sgq?oevYFKegYuzFKFj-YUccFNKFweC7mlahrrk5w_vlvwLkdOa?bWZz2yBk6x 1 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 1 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 8x8 = 3x8 11 10x16 MT2OHS 5x8 = 15 14 8x8 = 13 8x16 MT2OHS = 12 8x8 = 11 5x8 = 1 6-11-3 12-1-4 27-4-12 32-6-13 39-6-0 1 6-11-3 5-2-1 15-3-8 5-2-1 6-11-3 Scale = 1:77.8 0) 0 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [4:0-5-8,0-1-8], [8:0-5-8,0-1-8], [10:0-4-0,0-1-1 ], [12:0-3-8,0-6-0], [14:0-3-8,0-6-0], [35:0-0-0,0-0-0], [39:0-0-0,0-0-0], [39:0-0-0,0-0-0], [42:0-0-0.0-0-0].[42:0-0-0.0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.98 BC 0.59 WB 0.78 (Matrix) DEFL. in (loc) Vert(LL) -0.52 12-14 Vert(CT) -0.7612-14 Horz(CT) 0.05 10 Attic -0.2212-14 I/deft >901 >616 n/a 817 L/d 240 180 n/a 360 PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 343 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1861/0-5-8, 10=1753/0-5-8 Max Horz 2=169(LC 7) Max Gray 2=2099(LC 14), 10=2007(LC 15) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3519/0, 3-4=-3280/0, 4-5=-2480/1, 5-6=-26/451, 6-7=-24/451, 7-8=-2478/0, 8-9=-3286/0, 9-10=-3530/0 BOT CHORD 2-15=0/3084, 14-15=0/3092, 13-14=0/2605, 12-13=0/2605, 11-12=0/2993, 10-11=0/2985 WEBS 5-16=-3069/0, 7-16=-3069/0, 4-14=0/1362, 8-12=0/1377, 3-14=-930/63, 9-12=-960/76, 9-11=-460/218, 3-15=459/236 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 7-16 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. December 6,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek* 250 Klug Circle Corona, CA 92880 Job s Truss Truss Type Qty Ply tax lot 0179002865 K2641975 B1605665 A06 Common 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:18 2016 Page 1 I D: bs K4AW 9Sgq?oevY FKegYuzF KFj-YUccF N KFweC7m Lahrrk5w_vr4wP Bd 5f?b VVZz2yB k6x I -1-3-0 I 7-3-14 12-1-8 1-3-0 7-3-14 4-9-10 2x4 11 4 7-3-14 7-3-14 12-1-8 4-9-10 Scale = 1:43.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.58 BC 0.36 WB 0.46 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.08 2-6 >999 240 Vert(CT) -0.15 2-6 >914 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 5=499/Mechanical, 2=615/0-5-8 Max Horz 2=183(LC 7) Max Uplift5=-11(LC 5), 2=-16(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-599/4 BOT CHORD 2-6=-29/411, 5-6=-29/411 WEBS 3-6=0/264, 3-5=-557/38 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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 capable of withstanding 100 Ib uplift at joint(s) 5, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use'only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �1Y�e MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641976 B1605665 B01 GABLE 1 1 s Job Reference (optional) ProBuild Arlington, N W Arlington,WA 98223 1-1-1-6I 1-1-6 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:19 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-0hA_SjLthxL_OV9IPYFKSCSzoKfWMZm9g9F6WyBk6w 5-9-15 10-11-8 112-3-01 18-2-1 24-6-0 ?5-7-61 5-9-15 5-1-9 1-3-8 5-11-1 6-3-15 1-1-6 4x12 11 5x8 = 4.00 1 5-9-15 10-11-8 17-6-0 5-9-15 5-1-9 6-6-8 24-6 7-0-0 Scale = 1:56.8 Plate Offsets (X.Y)— [2:0-3-8,Edge], [3:0-5-0,0-0-121 [4:0-5-11,Edge], [7:0-0-13,Edge], [10:0-5-0.0-2-8] LOADING (psi) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.74 WB 0.40 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.15 9 >999 Vert(CT) -0.27 9-10 >999 Horz(CT) 0.18 7 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 ' Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std `Except* 5-9,5-10: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1191/0-5-8, 7=1158/0-5-8 Max Horz 2=125(LC 7) Max Uplift2=-50(LC 8), 7=-30(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-33=-1691/43, 33-34=-1595/48, 3-34=-1544/67, 3-4=-1213/84, 4-5=-1054/107, 5-6=-2597/55, 6-7=-2787/0 BOT CHORD 2-35=0/1324, 35-36=0/1324, 11-36=0/1324, 11-37=0/1324, 37-38=0/1324, 10-38=0/1325, 9-10=0/937, 7-9=0/2317 WEBS 3-10=-523/77, 5-9=0/1822, 6-9=-277/106, 5-14=-63/329 Structural wood sheathing directly applied or 2-5-15 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) Vasd=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 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) 31 Ib down and 23 Ib up at 2-0-0, and 31 Ib down and 23 Ib up at 4-0-0 on top chord, and 6 Ib down at 2-0-0, 6 Ib down at 4-0-0, 31 Ib down and 16 Ib up at 6-0-0, and 31 Ib down and 16 Ib up at 8-0-0, and 31 Ib down and 16 Ib up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). GAMEUGASE(2)2d32andard December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Ihstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641976 B1605665 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-8=-70, 2-10=-16, 9-10=-16, 7-9=-16 Concentrated Loads (Ib) Vert: 11=-31(B) 37=-31(B) 38=-31(6) 7640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:19 2016 Page 2 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-OhA_SjLthxL_OV9tPYFKSCSzoKfWMZm9g9F6VVyBk6w A WARNING - Verify 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641977 B1605665 B02 Scissor Truss 3 1 ^ Job Reference (optional) ProBuild Arlington, J Arlington,WA 98223 11-0 1-1-6 5-9-15 5-9-15 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:20 2016 Page 1 I D: bs K4AW 9Sq q?oevY FKeg Yu z FKFj-Utj Mf3MV SFTrOek3z FmZ?P_Avk?050712p_f2xyBk6v 10-11-8 112-3-0 1 18-2-1 24-6-0 125-7-61 5-1-9 1-3-8 5-11-1 6-3-15 1-1-6 4x6 11 4 5-9-15 5-9-15 10-11-8 17-6-0 24-6-0 5-1-9 6-6-8 7-0-0 M (V Scale = 1:53.1 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 [6:0-0-13.Edge]. [9:0-5-0.0-2-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.66 WB 0.39 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.17 8 >999 Vert(CT) -0.32 8-9 >916 Horz(CT) 0.19 6 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 100 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud/Std *Except* 4-8,4-9: 2x4 HF No.2 REACTIONS. (lb/size) 2=1128/0-5-8, 6=1128/0-5-8 Max Horz 2=128(LC 7) Max Uplift2=-14(LC 8), 6=-14(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1546/6, 3-4=-1122/62, 4-5=-2530/11, 5-6=-2692/0 BOT CHORD 2-10=0/1188, 9-10=0/1188, 8-9=0/863, 6-8=0/2236 WEBS 3-9=-479/56, 4-8=0/1824, 5-8=-340/103 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641978 B1605665 B03 COMMON GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:21 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-z3HktPN7DZbidoJFWzHoXdXJ W8PigRRRHTkDaNyBk6u 5-10-11 1 7-5-6 1 12-3-0 1 17-0-10 18-7-5 I 24-6-0 1 5-10-11 1-6-11 4-9-10 4-9-10 1-6-11 5-10-11 4x10 11 2x4 /1 3x4 Z 13 5x8'1;1 3x8 // 10x10 = 19 20 21 10 9 6x8 = 12x12 = 1 4-1-8 9-3-10 15-2-13 4-1-8 5-2-2 5-11-2 3x10 \\ 20-4-8 5-1-11 5x8 24&i0 4-1-8 4 0 Scale = 1:55.2 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 [9:0-6-0,0-7-8],[10:0-2-13 0-3-0J [11:0-5-0,0-6-12] [12:0-5-8 0-0-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.83 BC 0.44 WB 0.52 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.15 9-11 >999 240 Vert(CT) -0.25 9-11 >999 180 Horz(CT) 0.03 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 684 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std *Except* 4-11,4-9: 2x4 HF No.2 REACTIONS. (Ib/size) 1=12022/0-5-8, 7=9442/0-5-8 Max Horz 1=114(LC 24) Max Gray 1=13241(LC 2), 7=10314(LC 2) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17951/0, 2-3=-14552/0, 3-4=-14501/0, 4-5=-14415/0, 5-6=-14466/0, 6-7=-16931/0 BOT CHORD 1-13=0/14928, 13-14=0/14928, 12-14=0/14928, 12-15=0/13409, 15-16=0/13409, 16-17=0/13409, 11-17=0/13409, 11-18=0/9251, 18-19=0/9251, 19-20=0/9251, 20-21=0/9251, 10-21=0/9251, 9-10=0/9251, 9-22=0/12998, 22-23=0/12998, 8-23=0/12998, 7-8=0/14075 WEBS 2-12=0/3333, 2-11=-1957/0, 4-11=0/8448, 4-9=0/8131, 6-9=-1476/0, 6-8=0/2371 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 4 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X10- 2 rows spaced at 2-0-0 o.c 2x4- 1 row spaced at 2-0-0 o.c. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 6) * This truss has been designed for a live Toad 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) "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) 1961 Ib down at 0-6-12, 1956 Ib down at 2-6-12, 1956 Ib down at 4-6-12, 1956 Ib down at 6-6-12, 1956 Ib down at 8-6-12, 1956 Ib down at 10-6-12, 1967 Ib down at 12-6-12, 1967 Ib down at 14-6-12, 1967 Ib down at 16-6-12, and 1967 Ib down at 18-6-12, and 2101 Ib down at 20-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641978 B1605665 B03 COMMON GIRDER 1 > 4 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:21 2016 Page 2 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-z3HktPN7DZbidoJFWzHoXdXJ W8Piq RRRHTkDaNyBk6u LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 10=-1754(F) 8=-1915(F) 13=-1749(F) 14=-1743(F) 15=-1743(F) 16=-1743(F) 17=-1743(F) 18=-1743(F) 20=-1754(F) 22=-1754(F) 23=-1754(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 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641979 61605665 C01 GABLE 1 1 • Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-1-6 1-1-6 7-0-0 7-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:22 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-RFr64INl_sjZFyuS4go14g4ccXpOZ?gb W7Tm6gyBk6t 14-0-0 15-1-6 7-0-0 1-1-6 7-0-0 Ea -•••••••••••*•111.2 MAI COMI••••••••••1 14-0-0 7-0-0 7-0-0 Scale = 1:31.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.29 BC 0.16 WB 0.07 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.02 7 n/r 120 Vert(CT) 0.03 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-77(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 9 except 2=263(LC 17), 6=263(LC 18), 10=441(LC 1), 8=441(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-337/81, 5-8=-337/81 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/7P11. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641980 B1605665 CO2 Scissor Truss 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-1-6 1-1-6 7-0-0 8.00 12 7-0-0 4x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:22 2016 Page 1 I D: bsK4AW9 Sqq?oevYFKegYuzF KFj-R Fr641 NI_sjZFyu S4g o 14g4U KXknZxG b W 7Tm 6gyB k6t 14-0-0 15-1-6 7-0-0 1-1-6 IWI s it alit 5x6 = jiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiioliiiiiiiiiiiiiiiiiiiiir M. 4.00 12 ;= 3x4 7-0-0 14-0-0 3x4 7-0-0 7-0-0 1 Scale = 1:30.8 Plate Offsets (X.Y)— 2:0-1-13.0-0-9]. [4:0-1-13.0-0-9] LOADING (psf) TCLL 25.0 TCDL, 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.82 BC 0.45 WB 0.35 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.09 4-6 >999 240 Vert(CT) -0.19 4-6 >844 180 Horz(CT) 0.08 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 43 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=824/0-5-8, 4=669/0-5-8 Max Horz 2=-77(LC 23) Max Uplift2=-30(LC 8), 4=-24(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1149/0, 3-4=-1144/0 BOT CHORD 2-6=0/890, 4-6=0/892 WEBS 3-6=0/691 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. 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) Vasd=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.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. 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 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) 175 Ib down and 38 Ib up at -0-6-0 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: 1-3=-70, 3-5=-70, 2-6=-16, 4-6=-16 Concentrated Loads (Ib) Vert: 7=-141 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke 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. rat MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641981 B1605665 E02 Common Truss 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 f• O 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:23 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-vSPVI5ONIArQt6Tee0JGd2cojxAl ITSkknDJeGyBk6s 3-3-0 1 5-5-8 1 3-3-0 2-2-8 4x4 = 1 3-3-0 3-3-0 1 5-5-8 2-2-8 10 0 M Scale = 1:18.8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.20 BC 0.11 WB 0.04 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 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=325/0-5-8, 5=206/0-1-8 Max Horz 2=48(LC 7) Max Uplift2=-28(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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) Bearing atjoint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641982 B1605665 E04 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 '4 N -1-1-6 1-1-6 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:23 2016 Page I D: bs K4AW 9Sgq?oevY FKegYu z FKFj-vS PV I50 NIArQt6Tee0JGd2cm Ix961TFkkn DJeGyBk6s 3-3-0 1 5-5-8 3-3-0 2-2-8 4x4 = 3 11603x44' Nimm 2x4 = 3-3-0 3-3-0 7 6 8 5 2x4 11 3x6 11 5-5-8 2-2-8 1 N 4, O 10' r� 0 c) Q Scale = 1:18.8 Plate Offsets (X.Y)— 5:Edge,0-2-01 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.36 BC 0.19 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 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=368/0-5-8, 5=269/0-1-8 Max Horz 2=48(LC 7) Max Uplift2=-33(LC 8) Max Gray 2=376(LC 17), 5=275(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-275/24 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 100 Ib up at 3-3-0 on top chord, and 17 Ib down at 2-0-12, and 17 Ib down at 3-3-0, and 19 Ib down at 4-5-4 on bottom 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: 1-3=-70, 3-4=-70, 2-5=-16 Continued on page 2 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641982 B1605665 E04 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-82(B) 6=-8(B) 7=-8(B) 8=-9(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:23 2016 Page 2 aD:bsK4AW9Sgq?oevYFKegYuzFKFj-vS PV150NIArQt6Tee0JGd2cmIx961TFkkn DJeGyBk6s 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641983 B1605665 F01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:24 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-NeztVRP?VUzHUG1 gC5gV9F9stLRO1 t1 uzRytBiyBk6 3-11-0 3-11-0 1 65 1 2x4 11 3-11-0 4 4x4 = 3-11-0 1 Scale = 1:41.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.44 WB 0.21 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.01 4-5 >999 Vert(CT) -0.02 4-5 >999 Horz(CT) -0.00 4 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud/Std *Except* 2-4: 2x4 HF No.2 REACTIONS. (Ib/size) 5=648/0-4-0, 4=581/Mechanical Max Horz 5=-164(LC 6) Max Uplift5=-200(LC 4), 4=-197(LC 5) Max Gray 5=717(LC 26), 4=653(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-471/209, 3-4=-323/39 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-3, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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) Provide adequate drainage to prevent water ponding. 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) except (jt=1b) 5=200, 4=197. 7) Girder carries tie-in span(s): 7-6-0 from 3-9-4 to 3-11-0; 7-6-0 from 0-0-0 to 3-11-0 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 483 Ib down and 27 Ib up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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=-136(F=-116), 2-3=-186(F=-116), 4-6=-16 Concentrated Loads (Ib) Vert: 7=-483(B) December 6,2016 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. A WARNING - VerfIY designPa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 • Job , Truss Truss Type Qty Ply tax lot 0179002865 K2641984 B1605665 HRB JACK -PARTIAL TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:24 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-NeztVRP?VUzHUG 1 gC5gV9F9z3LVy1wGuzRytBiyBk6r -1-9-0 _ 1-5-15 1. 2-8-13 210 1-9-0 1-5-15 1-2-14 0-6-6 2 5.66 12 3 2x4 = 5 SUPPORT BOTTOM CHORD N` W Scale = 1:13.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.23 BC 0.15 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.01 5 >999 240 Vert(CT) -0.01 5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=279/0-7-6, 3=57/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-44(LC 8), 3=-4(LC 5) 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 2-9-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641985 B1605665 HRE CORNER RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 1 -1-8-0 1-8-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:25 2016 Page 1 ID bsK4AW9Sgq?oevYFKegYuzFKFj-rgXFjnQeGn586Qc1IpMkiTh8QItWmNW1 C5iQj8yBk6q 2-9-3 4-6-6 2-9-3 1-9-3 2-9-3 4-6-6 2-9-3 1-9-3 0 co Scale = 1:17.2 Plate Offsets (X Y)— [2:0-2-8 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 IRC2015/TPI2014 CSI. TC 0.25 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.06 2-4 >882 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (lb/size) 4=140/Mechanical, 2=290/0-6-15 Max Horz 2=68(LC 8) Max Uplift4=-25(LC 8), 2=-48(LC 8) 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 2-9-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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 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. 3) Refer to girder(s) for truss to truss connections. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 28 Ib up at 2-9-8, and 38 Ib down and 21 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job , Truss Truss Type Qty Ply tax lot 0179002865 K2641986 B1605665 HRY RAFTER 1 1 Job Reference (optional) ProBuild Arlington, 0 CI? Arlington,WA 98223 -2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:25 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-rgXFjnQeGn586Qc1IpMkiTh9WItWmNW1 C5iQj8yBk6q 6-1-0 2-0-0 6-1-0 3x4 3 -1-10-5 1-3-4 6-1-0 1-10-5 1-3-4 4-9-12 0 W Scale = 1:19.5 Plate Offsets (X.Y)-- 2:0-2-8.Edgel LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.18 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.03 2-3 >999 240 Vert(CT) -0.05 2-3 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=194/0-1-8, 2=371/0-3-7 Max Horz 2=72(LC 8) Max Uplift3=-28(LC 8), 2=-62(LC 8) 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 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=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 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. 3) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641987 B1605665 HRZ RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:25 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-rgXFjnQeGn586Qc1IpMkiTh7hltWmNW1 C5iQj8yBk6q 8-3-2 8-3-2 2-0-0 3x6 Ora -1 0-3-18 3-5-6 8-3-2 3-1-9 4-9-12 Scale: 1/2"=1' Plate Offsets (X.Y)— 2:0-2-8.Edgel LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.12 2-3 >812 240 Vert(CT) -0.17 2-3 >580 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=276/0-1-8, 2=442/0-3-7 Max Horz 2=90(LC 8) Max Uplift3=-43(LC 8), 2=-66(LC 8) 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 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=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 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. 3) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 591-7473 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 tax lot 0179002865 K2641988 B1605665 J06 JACK -OPEN GIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-5-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:26 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-J 15dw6QG 15D?kZBDJ WtzEgEJj94aVgIARIR_FbyBk6p 2-7-13 i 7-6-0 1-5-4 2-7-13 2-7-1 4-10-3 7-6-0 7 4 2-7-1 4-10-3 Scale = 1:17.0 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 IRC2015/TPI2014 CSI. TC 0.22 BC 0.59 WB 0.00 (Matrix) DEFL. in (loc) 1/defl Vert(LL) -0.17 2-4 >496 Vert(CT) -0.31 2-4 >276 Horz(CT) -0.00 3 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=41/Mechanical, 2=298/0-5-8, 4=58/Mechanical Max Horz 2=48(LC 8) Max Uplift3=-8(LC 5), 2=-14(LC 8) Max Gray 3=41(LC 1), 2=298(LC 1), 4=130(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 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 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12, and 6 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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, 2-4=-16 December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641989 B1805665 J07 JACK -OPEN 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-5-4 15-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:26 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-J15dw6QG15D?kZBDJWtzEgEGv95PVgIARIR_FbOk6p 5-3-13 1 7-6-0 5-3-13 2-2-3 5-3-1 7-6-0 5-3-1 0-0-12 2-2-3 Scale = 1:19.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.40 BC 0.53 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.17 2-4 >496 Vert(CT) -0.31 2-4 >276 Horz(CT) -0.00 3 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=157/Mechanical, 2=370/0-5-8, 4=58/Mechanical Max Horz 2=76(LC 8) Max Uplift3=-30(LC 8), 2=-11(LC 8) Max Gray 3=157(LC 1), 2=370(LC 1), 4=130(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 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 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 ® 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job , Truss Truss Type Qty Ply tax lot 0179002865 K2641990 B1605665 J08 MONOPITCH TRUSS 6 1 • Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-5-4 1-5-4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:26 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-J15dw6QG 15D?kZBDJ WtzEgEIX963VgIARIR_FbyBk6p 5-0-0 5-0-0 5-0-0 5-0-0 Scale = 1:18.5 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 IRC2015/TP12014 CSI. TC 0.30 BC 0.49 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-5 >999 240 Vert(CT) -0.06 2-5 >913 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 2=333/0-5-8, 5=38/Mechanical, 3=142/0-1-8 Max Horz 2=73(LC 8) Max Uplift2=-21(LC 8), 3=-28(LC 8) Max Grav2=333(LC 1), 5=85(LC 3), 3=142(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; 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 at 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) 2, 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. December 6,2016 A WARNING - Verify 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. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641991 B1605665 J09 JACK -PARTIAL GIRDER 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-5-4 1-6-8 1-5-4 1-6-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:27 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-nDf?7SRuoPLrLjmPtEOCnunTTYQ UEG?KfPBXn1 yBk6o 2-7-13 1 5-0-0 1 1-1-5 2-4-3 2-7-1 2-7-1 23 5-0-0 2-4-3 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.22 BC 0.54 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-4 >999 240 Vert(CT) -0.06 2-4 >907 180 Horz(CT) -0.00 3 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. (Ib/size) 3=41/Mechanical, 2=278/0-5-8, 4=38/Mechanical Max Horz 2=48(LC 8) Max Uplift3=-8(LC 5), 2=-26(LC 8) Max Gray 3=41(LC 1), 2=278(LC 1), 4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 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; Vult=110mph (3 -second gust) Vasd=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) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 7 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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, 2-4=-16 Concentrated Loads (Ib) Vert: 6=-1(B) December 6,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle. Corona, CA 92880 Job s Truss Truss Type Qty Ply tax lot 0179002865 K2641992 B1605665 J10 Jack -Open Truss 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:27 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-n Df?7SRuoPLrLjmPtEOCnunVSYXsEG?KfPBXn 1 yBk6o 2-0-0 2-0-0 2-0-0 2-0-0 Scale = 1:12.9 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 IRC2015/TP12014 CSI. TC 0.09 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=44/Mechanical, 2=189/0-5-8, 4=16/Mechanical Max Horz 2=50(LC 8) Max Uplift3=-9(LC 5), 2=-22(LC 8) Max Gray 3=44(LC 1), 2=189(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 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; Vult=110mph (3 -second gust) Vasd=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641993 B1605665 J11 Jack -Open 2 1 r* Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-11-11 1-11-11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:28 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-FPCOLoSWZiTiztLcRxvRK5JgjysQzjFTu3w4KTyBk6n 3-3-0 1-3-5 1-10-15 1-10-15 1-1II1111 3-3-0 0-6-12 1-3-5 Scale = 1:12.7 Plate Offsets (X Y1-- 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 IRC2015/TP12014 CSI. TC 0.12 BC 0.18 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=34/Mechanical, 2=214/0-5-8, 4=24/Mechanical Max Horz 2=49(LC 8) Max Uplift3=-16(LC 5), 2=-23(LC 8) Max Gray 3=34(LC 1), 2=214(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 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; Vult=110mph (3 -second gust) Vasd=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ib down and 19 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-13(F) December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job ,. Truss Truss Type Qty Ply tax lot 0179002865 K2641994 B16e5665 J12 Jack -Open 1 1 Job Reference (optional) ProBuild Arington, Arlington, WA 98223 n 4 c 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:28 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-FPCOLoS WZiTiztLcRxvRK5JgjysQzjFTu3w4KTyBk6n 3-1-15 31310 3-1-15 0-1-1 3-1-15 0-1-1 Scale = 1:16.9 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 IRC2015/TP12014 CSI. TC 0.12 BC 0.18 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=78/Mechanical, 2=240/0-5-8, 4=24/Mechanical Max Horz 2=65(LC 8) Max Uplift3=-20(LC 8), 2=-16(LC 8) Max Gray 3=78(LC 1), 2=240(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 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; Vult=110mph (3 -second gust) Vasd=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job ., Truss Truss Type Qty Ply tax lot 0179002865 K2641995 B16b5665 r S03 JACK -OPEN 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:28 2016 Page I D:bsK4AW9Sgq?oevYFKegYuzFKFj-FPCOLoSWZiTiztLcRxvRK5JgCyt5zjFTu3w4KTyBk6n 1-5-10 2-0-0 1-5-10 0-6-6 1-5-10 1-5-10 1 2-0-0 0-6-6 Scale = 1:11.0 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 IRC2015/TP12014 CSI. TC 0.09 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=180/0-5-8, 4=16/Mechanical, 3=16/Mechanical Max Horz 2=43(LC 8) Max Uplift2=-26(LC 8), 3=-6(LC 5) Max Gray 2=180(LC 1), 4=35(LC 3), 3=17(LC 13) 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 2-0-0 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; Vult=110mph (3 -second gust) Vasd=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 Toad nonconcurrent with any other live Toads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641996 B1605665 SO4 JACK -OPEN 2 1 ^ Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:29 2016 Page ID:bsK4AW9Sgq?oevYFKegYuzFKFj-kcmmY8T8K0bZb 1 wo_eQgsJsrkMDKIAVd7jgeswyBk6m 2-0-0 _ 2-11-10 2-0-0 0-11-10 1 2-0-0 2-0-0 1""?'? 9 Scale = 1:16.4 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 IRC2015/TPI2014 CSI. TC 0.11 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=84/Mechanical, 2=213/0-5-8, 4=16/Mechanical Max Horz 2=63(LC 8) Max Uplift3=-20(LC 8), 2=-18(LC 8) Max Gray 3=84(LC 1), 2=213(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 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) Vasd=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply tax lot 0179002865 K2641997 B1665665 S05 JACK -OPEN 1 1 : Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:29 2016 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-kcmmY8T8K0bZb 1 wo_eQgsJsnKMDKIAVd7jgeswyBk6m 2-0-0 1 4-5-10 2-0-0 2-5-10 1 2-0-0 2-0-0 1 0 N Scale = 1:21.7 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-1-11.0-2-3] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.32 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 2 >999 Vert(CT) -0.00 2-4 >999 Horz(CT) -0.00 3 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=142/Mechanical, 2=260/0-5-8, 4=16/Mechanical Max Horz 2=83(LC 8) Max Uplift3=-35(LC 8), 2=-15(LC 8) Max Gray 3=142(LC 1), 2=260(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 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; Vult=110mph (3 -second gust) Vasd=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 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke 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 andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job TRW ss T Truss Type Qty Ply tax lot 0179002865 81655665 S06 JACK -OPEN 2 1 K2641998 -, Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Dec 06 08:16:29 2016 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-kcmmY8T8KObZb1 wo_eQgsJsrxM DKIAVd7jgeswyBk6m 1-11-11 2-0r0 -5 1 1-11-11 1-11-11 2-dr0 0 -5 Scale = 1:12.8 Plate Offsets (X,Y)-- 2:0-1-11,0-2-3j LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.09 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=188/0-5-8, 4=16/Mechanical, 3=42/Mechanical Max Horz 2=50(LC 8) Max Uplift2=-22(LC 8), 3=-8(LC 5) Max Grav 2=188(LC 1), 4=35(LC 3), 3=42(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 2-0-0 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) Vasd=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) 2, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. December 6,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y 1 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. onal or dia 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. Never the design loading shown and never mattexceed materials on inadequaua stackteely braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior of an engineer. 17. Install and load vertically unless indicated otherwise. green or treated lumber may Use of 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 ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 MiffDimensions are in ft -in -sixteenths. illbi. Apply plates to both sides of truss and fully embed teeth. �� �'�16 TOP CHORD C1-2 c2 -s IL\11111111%4 = U p4. _p MI—MR ■ .1111110r For 4 x 2 orientation, locate plates 0 ',�' from outside edge of truss. This symbol indicates the C7-8 C6-7 C5-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek® All Rights Reserved required direction of slots In PLATE LATERAL BEARING Plate software 4 I location x II =1# connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION , Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (Supports) occur. Icons vary butapproval reaction section indicates joint Sin where bearings occur. Min size shown is for crushing only. _� Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, !o Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. mot — MiTek Engineering Reference J c Ole Sheet: . MII-7473 rev. 10/03/2015 January 4, 2017 City of Tukwila 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 Re: Permit application #D16-0340 To whom it may concern: The property known as 12519 50th PI. S. Tukwila will be built single family residential and owner occupied. Sincerely, CORR=LTR# RECEIVE© CITY OF TUKWiLA JAN 0 5 2016 PERMIT CENTER City of Tukwila Department of Community Development December 23, 2016 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0340 CARY LANG - ALLENTOWN - 12519 50 PL S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Lindsay Brown at (206)433-7166 if you have questions regarding these comments. • 1. Residential development within 200 ft. of the Duwamish river requires a Shoreline Substantial Development Permit unless it is an owner -occupied construction of a single family home. Please submit a letter stating that the construction is owner -occupied or apply for a Substantial Development permit. 2. The Director has approved an exception to TMC 8.25.020(E), allowing more than 50% of the front yard to be covered by approved durable surfaces because of the narrowness of the lot. 3. Note that the pitch of the roof measures at 8:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0340 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D16-0340 / D16-0341 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12515 & 12519 — 50th PL South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this q day of STATE OF WASHINGTON) County of King , 2010. )ss. Authorized Signature / Grantor I certify that I know or have satisfactory evidence that 4V\ tAtet is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath sate that he was authorized to execute the instrument and acknowledged it as the (MY 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. 141161l� Notary Public in andlfor he State of Washington residing at IV 1 itiPf er ality My appointment expires ril bl '7O DATED this )1/11‘ day of 0)ructif , 2017 GRANTEE: CITY of TUKWILA By: Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at 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: CX Ub4 aierl< NOTARY PUBLIC, in and for the State of Washington, residing at ____7—c-AgWlict My commission expires: a fa -c1 It e 'ER VHT OOOPD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0340 DATE: 01/05/17 PROJECT NAME: CARY LANG - ALLENTOWN SITE ADDRESS: 12519 50 PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division gir ❑ Permit Coordinator II PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/10/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/07/17 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0340 DATE: 12/13/16 PROJECT NAME: CARY LANG - ALLENTOWN SITE ADDRESS: 12519 50 PL S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: AUJ 1)—(Nc0 MA AWL D --.)-14c0 Building Division 141 Fire Prevention /mac, itb-40-ty ublic Works Structural L,JV Coir Planning Division II nPermit Coordinator IN PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/15/16 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved DUE DATE: 01/12/17 Approved with Conditions n Corrections Required Denied (corrections centered in Reviews) (ie: Zoning Issues) Notation: S$ I CV-wS t \ REVIEWER'S INITIALS: DATE: Permit Center Use Only l_l CORRECTION LETTER MAILED: v" Departments issued corrections: Bldg 0 Fire 0 Ping PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 16-0340 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cary Lang - Allentown Project Address: 12519 50 P1 S Contact Person: eRt"/ Ziwt 9 Phone Number: RECEIVED CITY OF TUKWILA JAN 052017 PERMIT CENTER 06-112.3 Co6-5- Summary of Revision: c -o p y c f L v sArcri- I n I-14 ed --C" 7.,W .S 1 --au i 1.6w S ocvNer- ©CGU Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in TRAKiT on \S--1 L \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.aov WATER METER INFORMATION Parcel No: 0179002865 Address: 12519 50TH PL S Applicant: CARY LANG - ALLENTOWN Permit Number: D16-0340 Issue Date: 1/24/2017 Permit Expires On: 7/23/2017 DESCRIPTION OF WORK: CONSTRUCT NEW 2853 SQ FT SINGLE FAMILY RESIDENCE WITH 391 SQ FT ATTACHED GARAGE AND 168 SQ FT OF COVERED PORCHES METER #1 METER #2 METER #3 Water Meter Size: 111 Water Meter Type: PERM Work Order Number: 21640138 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 Residential Sewer Use f ertification'bt (o—©3'1 O Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 5../9y- 5e-6 p I Property StreetAddress amu.-wi (,� 1A/701- 9 City /� State ZIP (4 ry Z C. D» 4,— Owner's Na(ne 2q '/S" 2 y ,e—v ' sw Owner's Mailing Address City 14., /4,A0- q e 623 State ZIP 20,6 2 6 er's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) 1115 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x1.0= If Multi -family, will units be sold individually? Yes ❑ No If yes, will this property have a Homeowner's Association? ❑Yes❑ No 1.6 2.4 3.2 LaKing County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection RECEIVED CITY OF TUKWIL DEC 131016 Side Sewer Permit Number o (4.900-2,g3‘5 Required: Proilerty Tax Parcel Number PERMIT CENTE Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? fl Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes (l No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No (rO3'-(o Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is corr t. I understand that the capacity charge levied will be based on this information. I understand that any d9+ i ion may resu nn a revised capacity charge. Signature of Owner/Representative L f — Date Print Name of Owner/Representative L— 1-,0 1610_6969w_res_sewer_cap_chg 1o57.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16)j1202M M- r..: CARY LANG CONSTRUCTION INC Washington State Department of Labor & Industries Home Espanol Contact Safety & Health Claims & Insurance Page 1 of 2 Search L&I A-7, Index Help 'arc L&1 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 License specialties GENERAL License no, CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. 1G06C004381-00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW 1/19/2017 CARY LANG CONSTRUCTION INC License Violations No license violations during the previous 6 y,_.. period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported Account is closed. N/A .L&I account representative T2 I DAN STRATE (360)902-4635 - Email: STRE235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391&LIC=CARYLCI1.01OF&SAW= 1/19/2017 Layout Name: Layoutl L: \Working\R14320 — Sinh Nguyen Residence\CADD\Drawings\Site Civil Plan—S.dwg 0 0 s 0 Nov 30, 2016 — 9:52pm — —� \`!: f:x.szir deck 0 cf. \ \ \\ \• \.\ \\`.• TOE OFBAN< \\ \ \ \\ \\ \\ \ \ \\ \\ N57°29'04"E 243.00' �\ guye .,i i ' chain Jinx i nt i NEW POINT OF STABLE SLOPE (2.5:1 SLOPE FROM EXISTING TOE OF SLOPE cD x It CD CL rn FOUND D r E..BAR 'to-'; CAP #2840E 'E OF CALCUL.. O CORNER Pr05nGfs i .. EX. ATER MAIN 200' SHORELINE ZONE t_; FROM OHWM w 0 0 Ln 223.00' 5' BSBL • 1 0 b YDRANT 0 - SITE BENCHMARKI E~L4 19.10 >:t r:cl'i;? phd:. s i Y� i"• WM ' \ EX. TOE OF SLOPE HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. • . ,-- • r r TOP OF ;, •r,--1rr err ;4V4�C� TT — r r r r r r r r r r r — r - — — B F�e1Afp�� r r r r r ^ p t► r \ \-100 YR. FLOC ? 543SBL „CV' S57°29'04"W 208.00' PLAN BOUNDARY c?L. a cn 0 i PROPOSED SINGLE FAMILY RESIDENCE FFE=22.00, 45, w 0 0 0 EX. 6" SI SEWER CAUTI GAS L 0 LL 2 E TUB 1 E -- NORTH E.--/ LAiREL HEDGE R=10' CAUTIURIED FIBER OPTICS F'O'UND RE BAR W; CAP #2$400 0.30 NW....1 AND 0.113' NE OF CALCULATED E... CORN>E 2 F O':•I ? ION. TRENCH & PATCHING OR BORE UNDERNEATH EXISTING PAVEMENT EX. 25. O O SEWER MAIN C) CONSTRUCTION NOTES: 0 CONSTRUCT (1'W x 24'L x 2'D) GRAVEL STRIP PER DETAIL 3. O CONSTRUCTP`i LONG ROOF DISPERSION TRENCH PER DETAIL 1. O CONSTRUCT (2'W x 10'L x 2D) FOOTING DRAIN INFILTRATION TRENCH PER DETAIL 2. • NEW 1" WATER METER (BY CITY OF TUKWILA). las INSTALL 40 LF 1Y2" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. © UTILITY TRENCH (POWER & COMMUNICATIONS). O INSTALL 52 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. ® INSTALL 12 LF 4" PVC ROOF DRAIN @ 1.00% MIN. 09 INSTALL 13 LF 6" PVC STORM DRAIN @ 0.00%. 10 INSTALL 5 LF 4" PVC SOLID FOOTING DRAIN @ 1.00% MIN. 11 INSTALL 10 LF 4" PVC STORM DRAIN @ 0.00%. • INSTALL AREA DRAIN WITH SOLID LID RIM=20.25 IE (NE)=17.75 IE (SW)=17.65 13 INSTALL AREA DRAIN WITH SOLID LID RIM=20.75 IE (NE)=18.00 IE (SW)=17.90 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 1,958 SQ. FT. (INCLUDING OVERHANG) WALKWAY 50 SQ. FT. DRIVEWAY 570 SQ. FT. TOTAL 2,578 SQ. FT. 2,578 / 8,620=0.2991X 100% = 29.91% IMPERV. SURF. COVERAGE BACKFILL EXISTING GROUND These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1 LEGEND WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) PROPERTY LINE B.S.B.L RIGHT OF WAY LINE WASHED ROCK 3/4" - 1 1/2" (TYP) FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE NO. DATE BY REVISION DESCRIPTION JOB NO. R14320 ISSUE DATE 12-10-2016 DESIGNED BY: D. TRAN DRAWN BY: L. T. VU CHECKED BY: H. H. PHAN PROJ. MNGR: RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED INFILTRATION / DISPERSION TRENCH 2.0' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2' GRAVEL STRIP DETAIL SCALE: NONE FOUNDATION CLEAN OUT WYE FROM PIPE w w co 2. END CAP OR PLUG 6" RIGID PERFORATED PIPE @ O.Oola NOTCHED GRADE BOARD 15.0' MIN 5.0' MIN 6" SOLID PIPE @ 1.0% MIN. EXISTING GROUND \_, REVISIONS No changes shall h' made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisiaos will require a new plan submittal — — — and may include additional plan review fees LE COPY Prm it No. 'We/ 09)(k° n rcyiew approval is subject to errors and omission royal of Con3`6rrUCCiun 6,00111110r1tS noes fiat c s 1 1C ?Ea\I e violation of any adopted code or ordinance. R. of approved Field Cyppy and conditions is ackno 3d `d: z07 ) 7—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 FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS By: Date: City of Tukwila BUILDING DIVISION 4" PVC DOWNSPOUT DRAIN LINE BACKFILL ..PROVIDE 12" MIN COVERAGE •OF DRAIN WITH CLEAN 1 1/2" - 3/4" • :10SHED 'ROCK NOTES: .FILTER FABRIC (MI.RAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE 2"X12' PRESSURE TREATED' GRADE BOARD 4" SOLID PIPE 6" RIGID PERFORATED, PIPE LAID LEVEL WASHED ROCK 3/4" - 1 1/2" 4" X 4' SUPPORT POST SECTION A -A FILTER FABRIC NOTES 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIG FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS L SEPPt ". tlIf t. I r. 11T 21Moc ianical �Electrcal [f Plumbing C'Gas Piping City of Tukwila BUI95.)'N DIVISION 2" GRADE BOARD NOTCHES 18" O.C. r 2" REVIEWED FOR CODE COMPLIANCE APPROVED TO JAN 17 201? k\J 121 - VEL. City of Tulmila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2016 (PERMIT CENTER ROOF DISPERSION TRENCH DETAIL SCALE: NONE bt 3L16 • `rte - �Q��� -La-Lc Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229-6422 CARY LANG CONSTRUCTION @ PARCEL NO. 0179002865 1219 - 50TH PLACE SOUTH REFERENCE SHEET NO. SPI SITE CIVIL PLAN AND DETAILS SHEET 1 OF 2 SHEETS 0 T 0 J Layout Name: Sinh Nguyen Residence \CADD\Drawings\TESC—S.dwg L: \Working\R14320 0 0 0 cL 0 E co co 0 O r/) 0 Z \ \ r-• — _ \1 er..sLin q 1,. \ \k::".)"0, ---,c.:\ , fits g" .\ ..�.1<'f, ' o * � "c\, ''s.\ • . \ \ \\. `flo��; \\ \\ \.\ , \, j;j0 \ TOE. OF\ 0A:' � "`- (3.0. \ \ \\ \\ \\'\\ \\ 7 \ \\\ \\...1\•,,..„ \"1 §"D S. \t` , % i \ mar i i , ' , ▪ Var 1• '▪ 3 N t yr.. • • .29 N57°29'04"E 243.00' •-• 37 TOP OF :SANK 0 30 O \ i r'`1 jr9 HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. / 2 223.00' 6' choir link ni e G TEMPORARY STOCKPILE COVER WITH PLASTIC INSTALL CONSTRUCT1:.QN ENTRANCE SEE DETAIL THIS SHEET FOUND REBAR W/CAP #26408 SE OF CAL0ULA CORNER R05:no i. O 0 1 • II o il r LI II II o S57°29'04"W 208.00' �.� INSTALL INLET PROTECTION N-100 YR. FLOOD PLSEE(DET4'1L THIS SHEET (TYP) INSTALL SILT FENCE SEE DETAIL THIS SHEET c O O d 0 • fi y, �f `1 r,=�F KS f.).? 5 is O NORTH EDGE....! LAUREL HEDGE iJ7i:7;i7W,!,:N;hA(7r1,t'fi.''::d..Hi, eh1 il;i;l%Wif' 0, Existing House ,1' 75,23 0 `' O S- 7 SITE BENCH EL419.10 set rpuiT osph it Cti ( 1 (1 f) C) (j) ARK D_ a_ a_ ..,s ., 6406 30' NW -J REBAR W/CAP �2•_ . �.�,� •.•."`A... AND a 1... NE OF. CALCULATED CORNER POSIIION. NO. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 11 11 11 11 11 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. U 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: 11 z� N z 2 CV FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL UNDISTURBED GROUND FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. DATE BY SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE REVISION DESCRIPTION JOB NO. R14320 ISSUE DATE 12-10-2016 DESIGNED BY: D. TRAN DRAWN BY: L. T. VU CHECKED BY: H. H. PHAN PROJ. MNGR: CATCH BASIN LEGEND GRATE I IFF 11 II Im11 11I 1 1 1 II FI 1111 i 1 ir 111 T/ OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET SOLID W NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.B SCALE: NONE :APPROVED DEC 16 2016 City of Tukwila PUBLIC Works 10.0' MAX. SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS 15' MIN. OF ING NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAG THE ROADWAY. Wg4 APPROVED JAN 17 2017 City of Tukwila NFEING DIVISION yyRECEIVED CITOF IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE KuAD. TUKWILA DEC 13 2016 LILO Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229-6422 CONSTRUCTION ENTRANCE DETAIL PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE 3 CARY LANG CONSTRUCTION @ PARCEL NO. 0179002865 1219 - 50TH PLACE SOUTH PERMIT CENTER REFERENCE SHEET NO. EC1 TESC PLAN AND DETAILS SHEET 2 OF 2 SHEETS 6 BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND Err REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 P8F WiWD LOAD • 110 MPH WIND SPEED, EXPOSURE 'S', RiSK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(I) GROUND GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM ,ER DESIGN tE> ICE SHIELD UNDER- LAYMEN? �QUIRI� HAZARDS AiR FREEZING t�EX MEAN ANNUAL , !WEED ?MPH) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BOkTE��,� DEBRIS ZCt4E 24 F1a08T LIME DEPTH 1 EI4IMITE 25 110 EITHER DIRECTION 24 8 D1/D2 MOD 18 SLIGHT -11 MOD EIT1-ER DIRECTION NO LER JLOCAL URISDICTION 50 50 ,4DDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OUNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT iF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOiLS ENGINEER 15 PROVIDED, FOUNDATION DESIGN i5 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF J500 PSH, EXTERIOR FOOTINGS SHALLBEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE 60ILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRE=NGTH OF CONCRETE PER TABLE RA022 TYPE OR LOCATIONS OF CONCRETE CONSTRICTION MINIlM COMP1 G6lVE STRENGTH (Pc) AT 28 DAYS MODERATE LEATHERING POTENTIAL BASEMENT WALLS, FO NDA11ONS 4 OTHER CONCRETE NOT EXPOSED TO THE FEATHER 2»00 pal BASEMENT SLAB 4 INTERIOR SLAB 04 GRADE, EXCEPT GARAGE FLOOR SLAB. 2,500 per BASEMENT WALLS, FO1NDATION WALLS, EXTERIOR WALLS 4 OTHER vERTICAL CONCRETE WORK EXPOSED 70 THE LEATHER 3000 psi (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE LEATHER t GARAGE FLOOR SLAB. 3,000 pat (5% to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING* STEEL TO COMPLY WI714 ASTM 4615 GRADE 40. UN.O. (SEE STRUCTURAL) ATi 130LT HEADS AND NUTS SEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' 0.0. UN.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS 70 BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD iN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN 714E FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SiLICON BRONZE, OR COPPER. 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS ,AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. PAMPPROOFING EXCEPT W -{ERE REQUIRED 8Y SEC. R4062 TO SE WATERPROOFED, FOUNDATION WALLS TWAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOIED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (B) 6 INCHES BELOW 714E TOP OF THE BASEMENT FLOOR, TO 714E FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGNG APPLIED 70 THE EXTERIOR OF THE WALL 714E PARIGiNG SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF 714E FOLLOWING: 1. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 1/8' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. RA062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS 15 NOT REQUIRED WHERE A MATERIAL i5 APPROVED FOR DIRECT APPLICATION t0 THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED 114 SECTION R406.2 t0 THE EXTERIOR OF 714E WALL. WATERPROOFING R4062 - N AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN t0 EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL EE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF 714E FOOTING, OR (b) 6 INCHES BELOW THE TOP OF 714E BASEMENT FLOOR t0 THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED N ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 2 -PLY 140T -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. ka' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NO7 BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL USE OF PLASTIC ROOFING CEMEM78, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARIGINGS TO SEAL iCF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF A5111 D 449.1407 ASPHALT SHALL 8E APPLIED ATA TEMPERATURE OF LESS 714AN 200'F. ALL JOINTS IN MEMBRANE WATE100FING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. GT 4 PI 4110 00 PRAFTST0PPING 830212 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE 80714 ABOVE 4 BELOW THE CONCEALED SPACE OP A FLOOR/CEILiNG ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO 74447 714E AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPNG 51-1ALL DIVIDE 714E CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 15 ENCLOSED 8Y A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, PRAFTSTOPPiNG SHALL 8E PROVIDED 114 FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWNG CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING 15 CONSTRICTED OF TRUSS -TYPE OPEN -USB OR PERFORATED MEMBERS. DRAFTSTOPPiNG SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION R302.12.1. EIBEBLOCKiNG 8302.11 iN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING 514ALL BE PROVIDED TO CUT OFF 80744 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO POW AN EFFECTIVE FIRE BARRIER 'BETWEEN STORIES, AND BETWEEN A TOP STORY AND 714E ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. iN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: LI VERTICALLY A7 THE CEILNG AND FLOOR LEVELS. 1.2. 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. 114 CONCEALED SPACES BETWEEN STAIR STRINGERS AT 714E TOP AND 8077011 OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (1'2' GNB) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST 714E FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 714E MATERIAL FiLLING 71416 ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE A811 E 136 REQUIMMENTB. 5. FOR 714E FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE iRC SECTION RI003J9. 6. FIREBLOCKING OF CORNICES OF A TUJO-FAMILY DWELLING iS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FiREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED ASA FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE POW AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL SE MAINTAINED. 1 GENERAL ALL NAILING t0 COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(I) GYPSUM WALL BOARD At INTERIOR WALLS t0 8E FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R 702 3.8 THICKNESS CF GYPetM BOARD OR GYPatM PANEL PRODUCTS f1 NCHES) APPLICATION ORIENTATION OF GYP81J't BOARD OR GYPSUM PALLMEMIBER8 MAXIMUM SPACING CP FRAMING (INCHES o,w MAXIMUM SPACING CF FASTENEi2S (INCHES) SIZE OF NAILS FOR APPLICATION? TO WOOD FRAMING O edhoelvm 8G1�£t115 TO FRAMING 3/8 CEILING PERPENDICULAR 24 1 12 13 GAGE, 1-1/4' LONG, IS/64' HEAD, 0.9a' PIA, 1-1/4' LONG, ANPJJLAR- WALL EITHER DIRECTION 24 8 16 RINGED, OR 4d COOLER NAIL, 0.80' DIA. 1-3/8' LONG,1/32' HEAD. 1/2'CEILING CEILING EIT1-ER DIRECTION 16 1 12 13 GAGE, 1-3/8' L. IS/64' I•EAD, 0.8' DIA. MA' LONG, ANJLLAR- PERPENDICULAR 24 1 12 RtNGED, OR 84:1 COOLER NAIL, 0.086' PIA. 1-8/8' LONG, 8/64' HEAD, OR GYPa1M BOARD NAIL, DOSS' DIA, I-1/8' LONG, 9/32' HEAD. WALL EIT4ER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 a 16 8/8' CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1-8/6' LONG, 15/64" HEAD, DOW DIA. 1-3/8' LONG, ANNJLAR- RINGEP, OR 6d COOLER NAIL, DOW' DLA, I-1/8' L01.4„ 1/4' HEAP, OR GYPSUM BOARD NAIL. 00910' PIA. 1-1/8' LCOS. 19/64' HEAD. CEILING PERPENDICULAR 24 1 12 TYPE X AT BENEATH ECLG HABITABLE ROOMS 24 6 6 1.1/8' LONG 6d COATED NAILS OR EQUIVALENT DRYWALL SCRE SCREW SCREWS SHALL COMPLY WITH SECTION 81029.81 WALL EITHER DIRECTION 24 8 12 13 GAGE, i-8/8' LONG, IS/64' HEAD, 0088' DIA. 1-3/8' LONG, ANNULAR - RINGED: OR 6d COOLER NAIL, 0092' DIA, I-1/8' LONG. 1/4' 1EEADs OR GYF'$UM'1 BOARD NAIL 00978' DIA. 1-1/8' LONG. 10/64' HEAD. LIALL EITHER DIRECTION 16 8 16 APPLICATION WITH ADHESIVE 3/8' PORPENDICULAR la, it, 16 SATE A8 ABOVE FOR 3/a' GYPSUM BOARD AND GYPSUM EL PAN PROPUJGT8. WALL LULL EITHER DIRECTION 16 16 24 1/2' OR $/8' CEILING EITHER DIRECTION IFI 16 16 SAME AS ABOVE FOR 1/2' AND 8/8' GYP81J'i BOA1 AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 WALL EITHER DIRECTION 24 16 24 TWD 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BASE PLY NAILED A6 ABOVe PCR:?' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, FACE PLY INSTALLED WITH ADHESIVE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON 11-115 PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF 714E DIAMETER AND LENGTH LIStEP BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRICTION (NDS) Sid COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d S0X (0.128' DiA, 3' LENGTH), 16cl COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA, 1-5/8' LONG ), 6d COOLER (0.092' DIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH 714E LATEST EDITION OF 714E GRADING RILES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER 514ALL 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 HF r2 - Fb■915 pat, Fv■150 poi, Fc•1300 pal, E■1300000pat 1-F +2 - Fb■915 pai, Fv•150 pai, Fc•1300 pat, E•1300000pa1 4X SX OR LARGER DF -L *2 - Fb•900 pet, Fv■180 poi, Fc■1350 pat, E■1600000pet DF -L .2 - Fb■815 pat, Fv•110 pat, Fc■600 pai, E■1300000po1 STUDS HP 17 - Fb■913 pai, Fv■150 pai, Fc•1300 pat, E■1300000pe1 14F 4'2 - Fb•915 pat, Fv■150 pai, Fc•1300 pat, E■1300000pet 2X4 2X6 OR LARGER JOIN 4X4 4X6 OR LARGER 6X6 OR LARGER NF 02 - Fb■915 pai, Fv■150 pai, Fc•1300 pai, E■1300000pat 14F 12 - Fb■915 pat, Fv■150 pat, Fc■1300 pai, E■1300000pat DF -L el - Fb■1200 pai, Fv■110 pal, Fc■1000 pai, E■1600000pai GLUED -LAMINATED BEAM (GLS) SHALL 8E 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WiTH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2}100 P51, Fv • 165 PSI, Fc • 650 PSI (PERPENDICULAR), E • 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL 8Y BUILDING OFFICIAL DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv ■ 290 P5I, Fc • 150 P5I (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 PSI, Fv • 285 PSI, Fc • 150 P51 (PERPENDICULAR), E • 1,500,000 P61. BEAMS DESIGNATED AS 'ISL' SHALL HAVE 71 -IE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/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 SE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE I4ELD AWAY FROM THE TRUSS BOTTOM CI4ORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) 70 ENSURE THAT 714E TRUSS BOTTOM CHORD WILL NOT BEAR ON 74E WALL. ALL PERMANENT TRUSS MEMBER BRACING SI4ALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. RO0F/W4LL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SI4EATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL 'BE 8d 001111014 0 6' O.C. 0 PANEL EDGES AND 12' 0.C. IN FIELD U14.O. ON SHEARLJALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' 74G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' 0.C. o PANEL EDGES AND 12' O.C. 1N FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLUSHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE N SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO 714E WALL CAVITY OR PENETRATION OF WATER 70 THE BUILDING STRUCTURAL FRAMING COMPONENTS. 114E FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL F1141814 AND SHALL BE INSTALLED 70 PREVENT WATER FROM REENTERING 714E EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS t0 BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 80744 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. WI4ERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TOA WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. I 410 w 1w• 1• IIKYL 5 WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE W1714 714E MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS 8310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING 80011 SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING R00115, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED 114 EACH SLEEPING 80011. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TOA YARD OR COURT THAT OPENS 70 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 MN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL 1-L4VE A 11114. 5.0 SQ. FT. 1`1INIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT 51-1ALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL 4 -(EIGHT: 114 DWELLING UNITS, WHERE THE TOP OF THE SILL OF AN OPERABLE WINDOW OPENING 15 LOCATED LESS THAN 24' ABOVE THE FINISHED FLOOR ,AND GREATER THAN 1214 ABOVE THE FINISHED GRADE OR OTHER SURFACE BELOW ON THE EXTERIOR OF 714E BUILDING, THE OPERABLE WINDOW SHALL COMPLY WITH ONE OF THE FOLLOWING: L OPERABLE WINDOWS WITH OPENINGS THAT WILL NOT ALLOW A 4' DIAMETER SPHERE TO PASS tHROUGi4 714E OPENING WHERE THE OPENING IS 114 ITS LARGEST OPENED POSITION. 2. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 2090. 3. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW OPENING CONTROL DEVICES THAT COMPLY WITH SECTION R3I222. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 I. SIDE HiNGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT 1118, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 8077011 EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 SF. AND LESS THAN 18' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR a GLAZING WHERE THE !BOTTOM EXPOSED EDGE OF THE GLAZING iS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. INSULATICN AND MOIS PROTECTIMI GENERAL MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNPAGED BATTS USE 4 MIL POLY VAPOR RETARDER 4t EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ,ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH A511 E 84 EXCEPTIONS: 1. WHEN SUCH MATERIAL ARE INSTALLED 114 CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY 70 THE FACINGS, PROVIDED 714A7 THE FACING IS INSTALLED 114 SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH 18 NOT SPRAY APPLIED, COMPLYING WiTH THE REQUIREMENTS OF IRC 8316. 3. SHALL ONLY BE REQUIRED t0 MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WiNDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATI4ERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS 414 APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED 114 ROOF DECKS, iN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND 114 ALL CRAWL SPACES. THE GROUND COVER SHALL 8E OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL POSTING OF CERTIFICATE WSEC R40I3 A PERMANENT CERTIFICATE SHALL BE COMPLETED 8Y THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE 15 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 51-1ALL LIST THE PREDOMINANT R -VALUER OF INSULATION INSTALLED IN OR ON CEiLING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (81-1GC) OF FENESTRATION, AND 714E RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 15 MORE 714AN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING 714E LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES NAND EFFICIENCIES OF I4EA7NG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED 80011 HEATER, ELECTRIC FURNACE, OR BASEBOARD EL3ECTRIC HEATER IS INSTALLED IN 714E RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED R0011 HEATER' 'ELECTRIC FU1 44CE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL BE NOT BE LISTED FOR GAS-FIRED UNVENTED 80011 HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING -THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. PUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED 114 2015 WSEC SEC. 840333. A WRITTEN REPORT OF 714E RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING 714E TEST AND PROVIDED TO 714E CODE OFFICIAL BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 8402,4 714E BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. •°p 4. TES: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO 71447 NO OPENING EXCEEDS I'2 OF AN INCH IN 714E LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 11.18 WASTE OPENINGS IN FRAMED CONSTRUCTION t0 CRAWL SPACES AT OR BELOW 714E FIRST FLOOR SHALL BE PROTECTED BY 714E INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING Vz OF AN INCH IN TI4E LEAST DIMENSION. LAW WSEC SECTION R404 8404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE INTERIOR STAIRWAY ILLUMINATION PER SEC 8303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE t0 ILLUMINATE 714E LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LiGHT SOURCE SHALL 8E 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. E><CEPTION: A SWITCH 15 NOT REQUIRED WI4ERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF La -17114G IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED A7 714E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER PROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM 714E OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH 414 ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. LL silos PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL 8E IN ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY ST10 IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED 10 8E CUT OR NOTCHED t0 ,4 DEPTH 1407 EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL 8E PERMITTED TO 8E NOTCHED TOA DEPTH 1407 70 EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD 514ALL BE PERMITTED t0 8E BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD W10714, THE EDGE OF 714E HOLE IS NO MORE THAN ens INCH 70 THE EDGE CF THE STUD, 4140 714E HOLE IS NOT LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP t0 60% 51-1ALL ALSO BE DOUBLED WITH NO MORE 714414 TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R6023(2). EXCEPTION: USE OF APPROVED STUD 6140ES IS PERMITTED WHERE TI4EY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK I8 PLACED 114 OR PARTLY iN AN EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE 714,414 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND 1-1/2' INCHES WIDE SHALL 8E FASTENED ACROSS AND 70 714E PLATE AT EACH SiDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAYING A MNIMUM 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 R602f4 EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. RECEIVED CITY OF TUKWILA 3 Lt DEC 13 2016 EVIEWED FOR 'ECENT �f'•pPROV JAN 1'7 2017 City of Tukwila ILDING DIVISION ALL GLAZING TO }5E IN COMPLIANCE WiTH-I THE 2015 WASHINGTON STATE ENERGY CODE. 0 GLAZING U-MCTO_ VERTICAL CEILING VAULTED CEILING M ELOR 028 1 0.50 R-49 R-38 R -2I R-21 R-38 R-10 2' .415 to N 1-4 Tukwila,WA. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2853 Date: 2015 N-1 V=NTLATION R=QUIR= NTS ROOF 4TTIC VENTIL4TION CALCULATIONS 1NTEG4TE 24 14R WHOLE 1-4OUSE VENTI A11ON SYGT M VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%* NOT MORE THAN 509 OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - 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 I4AVE A LEAST DIMENSIONS OF I/16' INCH MINIMUM AND 1/41 INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN V4' SHALL SE 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 8802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY 1O THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. 813062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA CF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1-NC1-1 SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF 814EATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: (AREA 1) 1,465 SQ. FT. OF ATTIC AREA/300 @ 488 SQ. Ft. OF VENTILATION REQUIRED (104 SQ. INCHES) UPPER VENTS • 352 Sq. In. (8 AF50 VENTS) LOWER VENITS = 352 Sq. In. 30 EAVE VENTS x12' PER BLOCK • 360 Sq. in. 2 AF50 VENTS x 50' PER VENT = 100 Sq. In. LOUDER ROOF -PORCH: (AREA 2) 15 SQ Ft OF ATTIC AREA/300 • 25 SQ. Ft. OF VENTILATION REQUIRED (36 SQ. INCHES) UPPER VENTS • 18 Sq. In. (1 AF50 VENTS) LOWER VENTS = 15 Sq. In. 2 EAVE VENTS x 12' PER BLOCK • 24 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY 1'x10' ® AF50 ROOF VENTS. (50 $ IN. PER VENT) NOT EAVE VENTING PROVIDED BY (4)-21/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 1/8' DIA HOLES • 14.16 Sq. In. w/O MESH NF.A. w/ MESH = 12' Sq. In. PER MOCK LOUDER ROOF - GARAGE: (AREA 3) 101 SQ. FT. OF ATTIC ARS • 35 SQ. FI. OF VENTILATION REQUIRED (52 SQ. INCHES) UPPER VENTS • 26 Sq. In. (1 AM VENTS) LOWER VENTS = 26 Sq. In. 3 EAVE VENTS x 12' PER BLOCK = 36 Sq. In. hgara UPPER ROOF VENTING PROVIDED BY COR -A -VENT ROOF -2 -WALL VENT (83 SGL IN. PER LINEAL FT.) 30'-0' (13 EAVE VENTS) ISI (AREA 1) (AREA 3) 19-0' (3 EAVE VENTS) 4, L' ,\ MECIUNICAL HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED 10 BE USED ASA BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE. INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE I-IEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED N A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 40311 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH TIME TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' 141G1-1ER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. 1, JTIL ITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL EE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. C r • 100 SQ INCH TRANSFER GRILL PER IRC G243'14 (614.6) INTEGRATED 24 HR HOUSE VENTILATION SYSTEM. SECS. Mi51 AS AMENDED BY WASHINGTON STATE M1501.1 GENERAL WHERE LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH T1416 SECTION. 1115012 RECIRCULATION OF 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 THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. 1115013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED 114 ACCORDANCE WITH SECTIONS 1115013.1 THROUGH M1501.33. 111501.3.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M15013.4, M15013.5, M1501.3.6 OR 111501361. COMPLIANCE 16 ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. 11150132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF TI4E SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUSWHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATIONS SYSTEMST SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS A'N OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VETILATION SYSSTEM WITHOUT ENERGIZING OTHER ENERG-CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL I4AVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 54 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATED AT LEAST ONE HOUR OUT OF EVERY FOUR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-HOUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' )1150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. MI50133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 16 PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS 114AN 25 PERCENT OF EACH 4 -HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED 114 TABLE M1501.33(1) 16 MULTIPLIED BY THE FACTOR DETERMINED 114 ACCORDANCE WITH TABLE 11150133(2). 1115013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. TH16 SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. 1115013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, ATA POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE I-IEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 1115013.52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE 514ALL BE INSULATED TO A MINIMUM R-4. 1115013.53 OUTDOOR AIR INLETS. NLETS 61-1ALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS 614ALL BE LOCATED 60 AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET 15 3PT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBNG DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 At LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 111501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR 16 PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED t0 HAVE A CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE M1501,4. SEC. MI501 1115014.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM PAN PLOW RATING NOT LESS THAN 50 cfln AT 025 INCHES WATER GAUGE POR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfln AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN PLOW RATINGS 514ALL BE DETERMINED AS PER 1-IVI 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 15 USED t0 SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfm AT 0.10 INCHES WATER GAUGE. 11150142 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS 514ALL BE CONTROLLED BY MANUAL SWITCI-IES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. T ' MI .3.3(1) CMTINLIOUS3 MOLE 14C4ISE MECI4ANICAL VENTILATION SYSTEM AIR PLOD RATE RECLIINISIENT6, DWELL ING UNIT FLOOR AREA(SP.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW 114 CFM <1,500 30 45 60 15 90 1,501-3000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 t M .3.3(2) INTEM1ITTEWT MOLE HOSE MEC14ANICAL VENTILATION TE PACT • RUN-TIME % IN EACH 4-14OUR SEGMENT 25% 33% 509 669b 15% 100% FACTOR 4 3 2 1.5 13 10 MISCIA MIN PIECZJI LOCAL EXI4A ST RATES AND -FAMILY DIIELLIhrse AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET 81'18 LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cfm INTERMITTENT OR 20 cfln CONTINUOUS 311015 2015 WSEC: -; Y CODE CalfeLLakSE AND CnoTICM15 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c a 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE 1S BASE ON TABLE R402.1.1 WITH THE FOLLOWING MOD IFICATIONS: - VERTICAL FENESTRATION U■028 - FLOOR R-38 - SLAB 014 GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR - COMPLIANCE BASED ON SECTION 8402.1.4: REDUCE TI4E TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM ARE OP 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY TI -4E HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY t0 CLAM THIS CREDIT, THE !BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY TI -IE MAXIMUM FLOW RATES FOR ALL 51-1OWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (1.5 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 55 THERMS OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAM THIS CREDIT, THE BUILDING PERMIT D THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLA SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. dPME1t10E JAM 17 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKWILA DEC 13 2016 PERMIT CENTER bU 0340 • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 12 WEATHER RESISTANT BARRIER HENNR SATI& RSUBSTRATE FINISH SIDING 6SM TRIM FLASHING WITH 8 MIN. VERTICAL LEO HORIZONTA.. WOOD TRIM HOS' IZ. TRIM AT SHEATH INCA/UJOOO STUDS N.T.S. 2x6 EXTERIOR WALL 1/16' PLY OR 058 SI-EATI-ZING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 0SM SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROO: TO UJA1-1. PI—ASH INCA DETAIL. N.T.S. MASONRY VENEER - GENERAL NOTES PER SEC. R103.8 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R103.3(1) AND FIGURE R103.S. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SDC D0 4 D1 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC D0, D1, t D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (I -100K INTO VENEER REINFORCEMENT WIRE). FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER AIR SPACE MINIMUM 1 IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. - eai �\\\\�O�\\\\\\ 12 —15 LEFT ELEVATION (south) 1/4"= 1'-0II 5/4x AND BD. W/ PLASHING ROOF DRIP EDGES PER SEC. 8905.2.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING 5/4x6 BAND BD. W/ FLASHING 5/4x8 BARGE W/ 1X3 RAKE TRIM • 5/4x6 WINDOW , POOPS 4 CORNER TRIM O FRONT 5/4x4 CORNER 8D'S CEDAR SHAKE SIDING 6" !. HORIZ. SIDING FRONT ELEVATION (east) I/4"= I' -O" COPYRIGHT 2010 Landmark Design Ino. ALL maws RESERVED 5/4x10 BAND W/ PLASHING CONT. GUTTER STONE VENEER GRADE TO SLOPE AWAY PROM FOUNDATION A MIN. OP 6" WITHIN THE FIRST 10' REAR ELEVATION (west) 12 12 12 11111111. REVIEWED FOR CODE COMPLIANCE APPROVED ...JAN .1 7 2017. City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKW LA DEC 13 2016 PERMIT CENTER RIGHT ELEVATION (north) HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGR.OUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' NIGH 4 A MIN. 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: L2 -2853-2L Date: 11-29-1(0 1 30'-0' 5'-4 ' 14'-9' 2'-10' 2'-6i' 30'-0' 14'-6' 15'-6' 1'-3' 1'-3' 3'-3 4/0x4 0 XO 6/0x4 0 XO A ••y 8/0x5/0 XOX EGRESS MASTER. BED 110Y 8' CLG. X i 0 0 i � //aiorrr�raari� D I N I N6 ROOM 9' CLG. 4'-0' CD PORCH .^ANC. xol 41' 2/6x6/0 FX 4'-0' II OPTIONAL 1-1 'METAL FIREP-ACE NSTALL PER MFR 11 1 SPECS. PROVIDE 6r SQ. IN. OUTSIDE AIR F.._ --i D.Y. 5/0x6/0 XO 2/6x6/0 GREAT ROOM 9' CLG. \./DW /\ I KIT m 2X6 WALL O O� SINK B OPT. SQ. IN. OUTSIDE AIR D.V. W/ MICRO ABOVE 100 EF. 7'-8' i y 1 �I 0 i i i i i 0 0 i i METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' 3'-6' 8'-3' 3'-0 ' 3'-11' 61 • • 8' CLG. IF1l i'-0' 2X6CLGC _LrD TYP. GENERAL NOTES: 1. ALL U ORK TO BE 114 CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.P.M FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. a ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE 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 CF THE ALARMS IN THE INDIVIDUAL UNIT. 110Y 1 OPEN TO BELOW �OPEN TO ABOVE 2'-8' 5'-4' SHELF 110V ® B.P. 91_11. I S.D. 1O s.D. 3'-6' es !E3. 5'-8' sMoko 240: 1NG m p•D -' L IN, . TEEP c� VE . IMPACT BRIER •SMOKE ALARM -CARBON MONOXIDE COMBO. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 8315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE A ` � TS SEC 8315. 11. II I,IL • - ALL WATER PIPES PER UPC SEC 312.6 INIMUM R-4 INSULATION ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R -S 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 R30352. 14. GAS PIPIN IS TO BE PROTECTED PER G2415.1 WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL 5E PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE 51-IELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. pRYER DUCT SPECIFIED LENGTH PER SEC MI502:4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE M1502.45.I. 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 5Y COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 U.SEC TABLE R402.4.1.1. ALL MOUNTED RINNAI RL151 NAT. GAS 140T WATER SYSTEM (ENERGY FACTOR=091) itl BEDROOM 4 VAULTED CLG. BEDROOM 3 GARAGE USE 1/2' GWB ON ALL WARM AND • PADS. 9' CLG. E.F. 50 C STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB 2/0x5/0 514 �4 N 6/0x4r0 XOX NO DUCT OPENINGS IN GARAGE. 6) DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. Z4 tt 16/0 x 8/0 O.H. DOOR UPPER FLOOR PLAN UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGI-IT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR UJI-IERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAYING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR 81-1ALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR 514ALL BE PROVIDED BY OTHER APPR MEANS. • 100 SQ INCH TRANSFER GRILL BLUE 18 AWG TRACER WMEETAL WATTEER SERVICE / PIPING PER UPC 6049. 19'-0' 30'-0' / 2'-6' / 3'-0' / 5'-6' 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. TI -ERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY 14,46 SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING 15 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 t0 A BASEMENT FROM THE OUTDOOR GRAPE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. MAIN PLAN MAIN FLOOR: UPPER FLOOR: UPPER ATT I C : TOTAL.: GARAGE : FRONT PORCH: REAR PORCH : USING EXHAUST FANS: PROVIDE WI -IF 4 FRESH AIR INTAKE PER SHEET 14-2. *REFER TO SHEET N-2 TABLE 1501.3.3(1) 4 1501.3.3(2) FOR FAN SIZING AND RUN TIMES /- 1065 SQ. F 1522 SQ. F 4628 S. FT 2855 SQ. F 5f1 S. FT. 11 SQ. T. 10c' S. FT. LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R3113.1) T. T. • T. COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 4' 0 SCI -IED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HP OR EQ) 4' CONCRETE SLAB SIDE VIEW REVIEWED FOR CODE COMPLIANCE PPROVED tN 17 2017 City of Tukwila 3/16 BUILC+JNG DIVISION • RECEIVED CITY .OF TIiMIL DEC 13 2016 PERMIT CENTE VEI-IICLE IMPACT 5ARRIER DETAIL D [(0-d3lid • g P-1-4 5 a Ir.:1 r24 g:14 CO (.4 CO g ;y4 cam' i Z 1-4 M • a 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 2 r_ NEC 250.52 Grounding Electrodes. A concrete encased grounding in all new co crete fo consist of at eas 1 e reinforcement bar or Bare smaller than 4 AWG, a electrode is required he electrode of lh" or a pper conductor of shall be loc ed LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) GL$ LStA30- BEAM TO TOP PLATE 51/2 x 15 GLB 6X6 PT POST W/ ECCQ CAP 30'-0' horizontally within that p tion of a cow,' to foundation or footing that is n direct contact ith 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 ofLfounclatinn wall near location of power panel.) 6x6 P7. POST ATOP C8Q SASE 4 36'x36'x12W/ 4-04 BARS E.W N ro m 6 b3/441).5„01.151, m m 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE LJS240 MANGE 4 BARS 18' O.C. 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. DBL. BEARING ALL WCL J 4 GIRDER TRUSS Q (4) (3) 2x6 12 x 13.52LE 30'X30'X8' CONC FTG. W/3-04 BARS EA WAY 10'-11' I—J 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. ATTIC FLOOR FR14MING FLAN I/4"= 11-0" DONT. =BL. TOP PLATE R -IO RI6I12 INSULATION EXTER(SHAMED 4RREA) OP' WAI.I. 4X HEADER OPENINS KIN'S STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS 24' CANTILEVER x 10.5 GLB x N R-- CHAMPFER TOP TO MATCH ROOF SHEATHING -CD FRAMING NOTES: (TYP OF 2) 1. ALL MULTIPLE JOISTS OR SEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS * 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO SE 4x8 DP +2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO 8E 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. 5. ® MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6- 4 REFER TO SHEAR WALL SCHEDULE. SON FLOOR FRAMING PLAN I/4"=1 '_0" FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIR" I UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL SEAMS TO SE 4x10 DFL 02 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' PIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. (TYP OF 2) 4. ALL POSTS TO EE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS 514OULD 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 WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. FOUNDATION FLAN 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R40S. *FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. 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: (514T 51.0). 1/4"=1'-0" STHD EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. 12' MINIMUM AWAY FlRCM 14OLPOWN5 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA COPYRIGHT 2010 Landmark Design Ino. ALL. RIGMTS RESERVED DEC 13 2016 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 1063/150 s 1.08 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION W/ ONE OPENING WITHIN 3'-0' OF EACH CORNER OF THE BLDG. PER SEC. R408 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-1h 3 APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1305.13 I. ATTICS CONTAINING APPLIANCES 814ALL BE PROVIDED WITI-1 AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 NCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF TI4E PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING N ACCORDANCE WITH CHAPTER 5 NOT LESS TI -IAN 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 TINE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. 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 MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-38 HIGH DENSITY (10-1/4') 4 1 -LAYER R -1I (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH U ET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. ROOF OVERFRAME NOTES: IRC SEC RS023 ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN S0% OP REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL NAVE 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 HAYING A LEAST DIMENSION LARGER THAN 1/41 SHALL 5E PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/I6' MINIMUM AND 1/41 MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. 88062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS CONT. DBL. TOP PLATE R -IO RI:5ID INSULATION ® EXTERIOR SIDE OP WALL (SHADED AREA) KIN& STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS 10'-3' MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAIL 22'X30' ATTIC ACCESS iii uo //iit /�/i////U/ /////U/////////// //////!/7 it Vi AcIa41PEi?'IRC n.1 DN OPT 8,4Tf� -1 II� 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND NIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF tH RAFTER. (FULL COVERAGE AT RIDGE, HIPS VALLEYS). ROOF FRAMING NOTES: 2X12 LADDER FRAME e 24' O.C. ABOVE STAIRWAY (SEE SECTION DETAIL A-1) 2X4 CEILING CLO (4) GIRDER TRUSS 1. ALL HEADERS TO BE 4x6 OF +2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL SE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 24 HANGERS 'ANF. 1.38E8 •24''1. 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. R801.1. *ACCESS HATCHES OR DOORS SHALL BE WEATI-IERSTRIPPED 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 R802. 6. 4 REFER TO SHEAR WALL SCHEDULE. MANF. TRUSSES 0 24' O.G. (TYPOF2) LSTA30 - HDR 4 SILL TO 3x BLOCKING. ROORAM I NG PLAN LSTA30 - HDR 4 SILL TO 3x BLOCKING. 4X4 PT POST W/ EPCZ CAP (1 -POF2) SLOPED CEILING ATTIC ROOM 8' CLG. 36' WALL W/ WOOD CAP //i//////JriiiZ/V7/Uig/////////////U////////////////UU///ice/!!!U///////U//, 4'-04' je '1 I L _1 COPYRIGHT 2010 Landmark Deakin Inc. ALL RIGHTS RESERVED SLOPED CEILING 30'-0' L J il X FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR SEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS a 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF +2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED 11J/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 APPRO\jE9 METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. UPPER ATTI ROOM FLOOR PLAN UoO3qb RECEIVED CITY OF TUKWILA NOTE - FASTENERS FOR TREATED WOOD t0 BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH t0 FACE OF STUD. E-13-211.1 REVIEWED FOR gfiNviCKI#01 C JAN. 1 `7 2017 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 4 W/ IN 36' / f l AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA 50ARD 5/8° TYPE °X° GWS APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 7/S' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S° O.C. WALL5OARD JOINTS MUST 5E COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. 51/2" THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FI5ER 5ATT INSULATION, FRICTION FIT E3ETWEEN WOOD STUDS 7/10° LP FLAMESLOCK FIRE - RATED O65 SHEATHING INTERIOR 16' • 2x' STUDS ' ° O.C. MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED OSB SHEATHING Pis' TYPE 'X' GYP SNT'G SIDING OR TRIM PER PLAN WATER SAiRRIER STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRICTION. • MAXIMUM RISE t0 5E '1-3/4'. • MINIMUM RN TO EE 10'. • MINIMUM HEAD 1 -EIGHT TO 5E 6'-8'. • MINIMUM STAIR WIDTH t0 BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIh1M 36' HIGH W/ CLEAR SPACE • HANDGRIP PORt10N OF HANDRAIL SHALL EE NOT LES6 1 1/4' NOR MORE THAN 2' IN 0R086 SECTIONAL DIM • WINDING TREADS PER IRC R311.132J • SPIRAL STAIRS PROVIDE MIN 1 I/2' R14 • A POINT 12' FROM UMEI E TREAD 18 NARROWEST PER IRO R31L1i0J 111111MIMF .r✓IWMIZi �•i r rn-ATI.rzez-.e-rrzaaee-i zr2e e -i e-�aNZ•x-c-z• aAMMO2I� Y 7MAZI..X M/ POST DETAIL FOR STRUCTURES LFROMPROFERT r LINE 2x6 STUDS O.C. W/ R-21 FI 3ERGLASS INS. EXTERIOR EXTERIOR FACING 4' SPHERE SHALL NOT PASS THROUGH 4 1 MIN. 1/16" CATAGORY LP FLAMEBLOCK W/ PYROTITE SURFACE FACING OUT W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) CONT. HANDRAIL 34'-38' PICKETS PER IRC ABOVE TREAD NOSING. ON OPEN SIDE 5/8' TYPE °X° GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 7/8° DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8l O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. DESIGN: INTERTEK LPB/UJA 60-01 EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA5LE R302.1 I HOUR RE- EXTERIOR FACING 1. FIE CEMENT 5OARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENTITIOUS STUCCO 5. DIAMOND WALL INSULATING STUCCO (o. STEEL SIDING NO SCALE SOLID TIGHT FITTING TRUSS LOCKING FASCIA 5OARD 2x STUDS PER PLAN 7/16' SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA SLE 8302.1 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36' MIN. OWFIVZ W MIN. NEXT W RIOR HANDRAIL TO HE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OP HANDRAILS OrgHAVE CIRCULAR CROSS SECTION .; MIN./ 2' MAX. EDGES SHALL- HAVE A MIN. RADIUS OF t '. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENINGS FOR REQUURED GUARDS ON THE BIDES OP STAIR TREADS 814ALL NOT ALLOW A ef114E E 4 NCHES (10244) TO PAIS THROUGH. 241 MAX NOSING -7 I7 fg- 5Z 2X+t THRUST 8LOGK DE JOISTS PER PLAN DBL J6T MMTTL12HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS 6' SPHERE IIJAKE TO PASS 1i4ROUGH OPENNCs BELOW STAIR INSTALL 44' GWS • CEILING. AND WALLS (3) 2X12 STRINGERS FIRE 84.00KN4 • MID -SPAN AND N STUD WALLS AL01.6 AND N LNE WITH 81Rtk3ER8 IF AREA UNDER STA1R8 18 UN9N18FEP INTERIOR AL STAIR DETAIL AND NOTES NO SCALE ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE TI -IAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 1. I., •.. / T IG MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED OSB SHEATHING Pis' TYPE 'X' GYP SNT'G SIDING OR TRIM PER PLAN WATER SAiRRIER STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRICTION. • MAXIMUM RISE t0 5E '1-3/4'. • MINIMUM RN TO EE 10'. • MINIMUM HEAD 1 -EIGHT TO 5E 6'-8'. • MINIMUM STAIR WIDTH t0 BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIh1M 36' HIGH W/ CLEAR SPACE • HANDGRIP PORt10N OF HANDRAIL SHALL EE NOT LES6 1 1/4' NOR MORE THAN 2' IN 0R086 SECTIONAL DIM • WINDING TREADS PER IRC R311.132J • SPIRAL STAIRS PROVIDE MIN 1 I/2' R14 • A POINT 12' FROM UMEI E TREAD 18 NARROWEST PER IRO R31L1i0J 111111MIMF .r✓IWMIZi �•i r rn-ATI.rzez-.e-rrzaaee-i zr2e e -i e-�aNZ•x-c-z• aAMMO2I� Y 7MAZI..X M/ POST DETAIL FOR STRUCTURES LFROMPROFERT r LINE 2x6 STUDS O.C. W/ R-21 FI 3ERGLASS INS. EXTERIOR EXTERIOR FACING 4' SPHERE SHALL NOT PASS THROUGH 4 1 MIN. 1/16" CATAGORY LP FLAMEBLOCK W/ PYROTITE SURFACE FACING OUT W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) CONT. HANDRAIL 34'-38' PICKETS PER IRC ABOVE TREAD NOSING. ON OPEN SIDE 5/8' TYPE °X° GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 7/8° DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8l O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. DESIGN: INTERTEK LPB/UJA 60-01 EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA5LE R302.1 I HOUR RE- EXTERIOR FACING 1. FIE CEMENT 5OARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENTITIOUS STUCCO 5. DIAMOND WALL INSULATING STUCCO (o. STEEL SIDING NO SCALE SOLID TIGHT FITTING TRUSS LOCKING FASCIA 5OARD 2x STUDS PER PLAN 7/16' SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA SLE 8302.1 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36' MIN. OWFIVZ W MIN. NEXT W RIOR HANDRAIL TO HE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OP HANDRAILS OrgHAVE CIRCULAR CROSS SECTION .; MIN./ 2' MAX. EDGES SHALL- HAVE A MIN. RADIUS OF t '. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENINGS FOR REQUURED GUARDS ON THE BIDES OP STAIR TREADS 814ALL NOT ALLOW A ef114E E 4 NCHES (10244) TO PAIS THROUGH. 241 MAX NOSING -7 I7 fg- 5Z 2X+t THRUST 8LOGK DE JOISTS PER PLAN DBL J6T MMTTL12HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS 6' SPHERE IIJAKE TO PASS 1i4ROUGH OPENNCs BELOW STAIR INSTALL 44' GWS • CEILING. AND WALLS (3) 2X12 STRINGERS FIRE 84.00KN4 • MID -SPAN AND N STUD WALLS AL01.6 AND N LNE WITH 81Rtk3ER8 IF AREA UNDER STA1R8 18 UN9N18FEP INTERIOR AL STAIR DETAIL AND NOTES NO SCALE ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE TI -IAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 COM - = a, - ROOF W/ 300 INTERWOVEN FELT ON 1 /0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 -'r PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. S?S?S?S?S?c AMM/SM 7S?S?S?S?S?S?S? 14?S?S?SM iXlna;!1mniillium\\\\\\\\moi ,_ • w. lU X IL 11.1A dir EL RI CV 6 _1 12 • - •••••• STRUCTS ►• YWOOD ED 4 `ONSLED UTILITY MASTER BATH F R CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLU D 4 NAILED TO (SEE FRAMING PLAN FOR SI..E AND SPACING) VFX,L!iu�►'!'�itiljljlitiiljitliil££££££l44 44444 SAFtA6E FIRE BLOCKING AND DRAPTSTOPPING PER SEC. 302.11 1 IN COCEALED SPACES OF 81UP WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS I-IORIZONTALLY 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 A7 THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. 8302. t 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. 2x SCREENED EAVE VENT BLOCKS W/(4) 21'b' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE ' 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP 11' 2x6 STUDS • 16' O.C. 1/2' S14T'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) P.T. 2x6 BOTTOM IE 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. TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC BUILDING SECTION 3/8"=1'-O" COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED bU0 d3 4 GRADE REVIEWED rQR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKWILA DEC 13 2016 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 5 �NJ T IG J - 11, e SEE • MING PL COM - = a, - ROOF W/ 300 INTERWOVEN FELT ON 1 /0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 -'r PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. S?S?S?S?S?c AMM/SM 7S?S?S?S?S?S?S? 14?S?S?SM iXlna;!1mniillium\\\\\\\\moi ,_ • w. lU X IL 11.1A dir EL RI CV 6 _1 12 • - •••••• STRUCTS ►• YWOOD ED 4 `ONSLED UTILITY MASTER BATH F R CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLU D 4 NAILED TO (SEE FRAMING PLAN FOR SI..E AND SPACING) VFX,L!iu�►'!'�itiljljlitiiljitliil££££££l44 44444 SAFtA6E FIRE BLOCKING AND DRAPTSTOPPING PER SEC. 302.11 1 IN COCEALED SPACES OF 81UP WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS I-IORIZONTALLY 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 A7 THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. 8302. t 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. 2x SCREENED EAVE VENT BLOCKS W/(4) 21'b' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE ' 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP 11' 2x6 STUDS • 16' O.C. 1/2' S14T'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) P.T. 2x6 BOTTOM IE 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. TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC BUILDING SECTION 3/8"=1'-O" COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED bU0 d3 4 GRADE REVIEWED rQR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKWILA DEC 13 2016 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 5 TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK CAULKING WINDOW MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULK (AROUND WINDOW RSO) CONCRETE SILL w/ DRIP EDGE LAP AND TAPE TYVEK THROUGH -WALL FLASHING WRAP TYVEKa INTO OPENING & TAPE TO SILL (ESP. @ CORNERS) USING TYVEK FLEXWRAP TYPICAL WALL MASONRY VENEER 1" AIR SPACE Trip( Tz6"WODOQpU NEATHING w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK' TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK LAP & TAPE TYVEK CAULK TYVEK LAP & TAPE TYVEK AT JOINTSUPPER SHEET OVER LOWER SHEET) FASTEN TYVEK6 FLEXWRAP CORNER USING MECHANICAL FASTENER INSTALL TYVEK FLEXWRAP AROUND PERIMETER OF OPENING LAP 6" & TAPE TYVEK. TYPICAL WALL PARGING & DRAINAGE LAYER CONCRETE FOUNDATION WALL LAP AND TAPE TYVEK AT JOINTS UPPER SHEET OVER LOWER SHEET) TYPICAL WALL WINDOW SILL DET411- OFLOOR/ WALL INTERFACE DETAIL O7YpICi4L WALL ISOMETRIC OBASE OF UJALL DETAIL STAPLE VAPOR RETARDER BETWEEN JOISTS AND TO UNDERSIDE OF FLOOR SHEATHING OCANTILEVERED FLOOR DETAIL COMPOSITION ROOF W/ 30* INTERWOVEN ON i/2' 24/0 PLYWOOD SHEATHING FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 Lao ;'e . 71:=1=II:=1=I I:11:I :II:= II:I :I PARGING & DAMPPROO ING CONC•ETE FOUNDATION WALL TYPICAL WALL FINISH COAT BROWN COAT SCRATCH COAT WIRE LATH WEATHER RESISTANT BARRIER TYVEK STUCCOWRAP PLYWOOD SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD LAP 6" & TAPE/ CAULK TYVEK OVER METAL DRIP EDGE TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (N0 MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. ALL ROOF FLASHING TO BE MI GALV. STEEL. ROOF DRI PROVIDE D W/AMIN. 2' 1. IN COCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS 8 a 8 OR STAGGERED STUDS, CAULK METAL DRIP EDGE TO CONCRETE FOUNDATION WALL OBASE OF WALL. DETAIL MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULKING (AROUND WINDOW RSO) WINDOW WITH INTEGRAL MOUNTING FLANGE TYPICAL WALL WOOD SIDING WOOD SHEATING TYVEK INSTALL TYVEK FLEXWRAP OVER MOUNTING FLANGE. LAP TYVEK & TAPE JOINTS. 0 WINDOW HEAD DETAIL WINDOW WITH INTEGRAL MOUNTING FLANGE MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULK (AROUND WINDOW RSO) WRAP TYVEK LAP & TAPE TYVEK PROVIDE WOOD BLOCKING & MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULKING AROUND PENETRATION PENETRATION (ex. EXHAUST VENT) FLANGE (SEALED TO PENETRATION) 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. 12 °WALL PENETRATION DETAIL 11V--\ V • • P R FRAMs* 24' \ als Aµ/•VE STAIR I a OPE\t FURR OUT TO 12' FOR R-38 HIGH DENSITY INSULATION (EACH SIDE OF ROOM) FLOOR LINE BEYOND 2x SCREENED EAVE VENT BLOCKS W/(4) 2114' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. UTILITY MASTER 5ATH FLOOR CONSTRUCTION: 3/4' T 4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) MMLS VVUUUIJL I TGHEN CAULKING TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK HOMEWRAP 7/16" OSB SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION VAPOR RETARDER 1/2" GYPSUM BOARD FLOOR CONSTRUCTION: 3/4' TTG PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) TYPICAL EXTERIOR WALL (2) 2x6 TOP IE 2x6 STUDS 0 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) REVIEWED FOR CODE COMPLIANC APPROVED JAN 1 7 2017 iITY LATION City of Tukwila MEP SION MIL (ESMSZSIAS Y5/S \ DEC 13 2016 GRAWLSPAGE FASTEN TYVEK FLEXWRAP CORNER USING MECHANICAL FASTENER INSTALL TYVEK FLEXWRAP AROUND PERIMETER OF OPENING 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. GRADE PERMIT CENTER STUD NOTCHING AND BORINGS OWINDOW SILL DETAIL BUILDING SECTION UPPER ATTIC STAID' COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED bt o3b - BEARING OR EXTERIOR WALL NOTCH 250, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORINGS 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 6 - IIldUFAg- TRUSSES 2 - • ING PL 11V--\ V • • P R FRAMs* 24' \ als Aµ/•VE STAIR I a OPE\t FURR OUT TO 12' FOR R-38 HIGH DENSITY INSULATION (EACH SIDE OF ROOM) FLOOR LINE BEYOND 2x SCREENED EAVE VENT BLOCKS W/(4) 2114' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. UTILITY MASTER 5ATH FLOOR CONSTRUCTION: 3/4' T 4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) MMLS VVUUUIJL I TGHEN CAULKING TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK HOMEWRAP 7/16" OSB SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION VAPOR RETARDER 1/2" GYPSUM BOARD FLOOR CONSTRUCTION: 3/4' TTG PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) TYPICAL EXTERIOR WALL (2) 2x6 TOP IE 2x6 STUDS 0 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) REVIEWED FOR CODE COMPLIANC APPROVED JAN 1 7 2017 iITY LATION City of Tukwila MEP SION MIL (ESMSZSIAS Y5/S \ DEC 13 2016 GRAWLSPAGE FASTEN TYVEK FLEXWRAP CORNER USING MECHANICAL FASTENER INSTALL TYVEK FLEXWRAP AROUND PERIMETER OF OPENING 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. GRADE PERMIT CENTER STUD NOTCHING AND BORINGS OWINDOW SILL DETAIL BUILDING SECTION UPPER ATTIC STAID' COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED bt o3b - BEARING OR EXTERIOR WALL NOTCH 250, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORINGS 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 6 O O O O 9- t>\ PENDENT LIGHTS 1 100 CFM \ VTOS 1 L (_ J J 1 --- o� L LJ Owp CAN ..IG ITT8 LJ 1 'O SD. 1 L� / -71 OPTIONAL L IGNTING w/ !BOOKSHELVES ZONAL HTING W/ BO LVES LI S To LT L.4 1 L L ABOVE 1 1 11 1 \ \ Y CLG OUTLET u TO LT ABOVE �r LJ L- 10 1_ 0 N 110V - 1 /i SD/ / / 1 J L 1SCONCE 71 TO SWITCH BELOW ,I 11 f 1 L-- 11 -UP MAIN FLOOR LTIIAL 1/4"= 11-0" COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 1 UPPER FLOOR LTSICAL L UPPER ATTI LOOR LTRIAL INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. 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 LICIT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 311 0 ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. PAN (VTOS) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. !B0ACV KU/P BATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET NOSE BIBS EXT. FAN VTOS 4g rye • REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIV8IC •.J RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER 78 51") co 0 est u .a n 1� V1 00 L z • (mu. Ew 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser Must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2853-2L Date: 11-29-16 7 ,®NE IRAL STFRUCTURAL NOT:. S ALL CONSTRUCTION SHALL SE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 P5F (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 now (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE 8, K , = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE $ERRING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D S6 = 1.5 - IBC FIGURE 16133(1) 5p = 1.0, IE 1.0, R=65 C6 = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL SE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM 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 LE SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL SE 412% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 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 REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fs = 60,000 P5I) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOLK PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING EARS 11/2" 112" (05 AND SMALLER) 2" (to AND LARGER) 3" TIMBER: ALL LUMBER SHALL EE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF62 OR SETTER POSTS DP2 OR BETTER 2x FRAMING H1:02 OR BETTER ALL 2x TIMBER SHALL EE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA 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 1130 2304.10.5. ALL MINIMUM NAILING SHALL SE PER IBC TABLE 2304.101 UN.O. MACHINE BOLTS TO SE 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 W000 WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLE) TO BE 114 ACCORDANCE WITH ANSI/AITC 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. 50TTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER RITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL 5E A5 NOTED 014 THE PLANS AND A5 MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED N ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRICTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL 1445 BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO SE SIZED AND PROVI)EO BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO EE 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 114 NER-481 OR CCMC REPORT NO. 08615-R. BEARING LENGTH SHALL NOT BE LESS THAN 112". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER. l-IEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW I- EADERS NOT CALLED OUT OR OTHERWISE NOTED 014 THE PLANS SHALL BE 4x8 )F2 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 0 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" ANO NAIL WITH 16d 0 8" 0.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED 014 THE DRAWINGS AND NOTED IN THE 51 -EAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" OC. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED 130X NAILS. FASTENERS IN PRESERVATIVE -TREATED WOO) 51-IALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY SE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' L5TA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED 130X NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY rs" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH ad COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. 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. TI -IE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER 514ALL 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 8E PLANT FABRICATED AND SHALL SEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOA05 SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT 51-10P 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 114 ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR 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 514ALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS 51-10U.1 ARE TYPICAL AND SHALL EE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK 51-1001 ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR PSOLTS (3) REMARKS (4, 5) 1/2" COX ed 6 6" 0.C. 1'/8" a 60" O.C. Qall = 230 PLF A> 0R 055 e> 1/" COX OR 055 8d * 4" OC. 5/8" 6 32" 0.C. Qa l l = 350 PLF 1/2" CDX 8d 6 3" OC. Die" a 16" 0C. Qa I I = 450 PLF © OR OS5 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (ELOCKE)) PER SCHEDULE. NAILING AT T1 -I1 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL 8E PER IBC TABLE 230410.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL 8E STAINLESS STEEL OR OF HOT-DIPFEP ZINC -COATED GALVANIZED STEEL PER ASTM A153. 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 11110 (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE 11-1414 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 4153. 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 16d ®12" 0.C. STAGGERED. }trririrrrirrrrrrrrr^ J e /1111 rrirA 4x12 rr,��rr0 UPPER FLOOR A = 1,322 SQ FT HT820 - �iIRDER TO TOP RATE r -- e A 7 7/11 Vrrr //r/' 1 I.STA30 -1� 1 SILL B TO 3x BLOCKING. L8TA30 - HDR 161LL 1 (1YP. 2 PLACES) — —TO 3x BLOCKING. J —$)— — — L8TA30 -1 DR f BILL TO 3x BLOCKING. (TYP. 2 PLACES) A• LSTA30 - BEAM TO TOP PLATE _ 51,2 x IS G1.13 L&TA30-HDR4SILL TO 3x ELOCKMG. (TYP. 2 PLACES) 7_141820 - BEAM TO TCP PLATE MAIN FLOOR A = 1,063 SQ FT Lu 1 4x10 Li SI x STEM WALL 2'-0' 4 4 CONTINUOUS FIG. REINFORCEMENT 1'_0" I MINIMUM . .a STEPPED FOOTING DETAIL sum 44. • I'-01 °IN MSTC40 HOLDOtLN. ALIGN IWtH EMBEDDED STHD TYPE E HOLDOUN BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMM'10N /EMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE UNA. 6'-0' MAX tbd • Ib' O.G. SOLE PLATE NAILING. 34' SUBFLOOR (3) 8d JOIST -TO -TOP j/ --- PLATE UN.O. MAINTAN MN.1161 END DISTANCE. 2x6STUD • lb" O.C.USE DBL STUD a ENDS OF SHEAR WALLS i HOLDOUNS. FINISH GRADE ISN MN • 10'-0' MAX. 2x NAILER AND PT SILL at/ 4�'0 ANCHOR BOLT 43'x3"xy4' WASHER AT 5'-0' OZ. UNA. (ALT. MASA a 4S' o.CJ STHD TYPE HOLDOWN PER FLAN. 04 13A • 10' O.C. - HORIZ 2'-0' 104L13AR • 16' o.C. - VERT. MATUI FINISH GRADE • IS" 34 BAR CONTINUOUS MINI`'LM (TYP OF 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION 8CALE1 44' • 11-01 cn N zzo 4c4') ci) 0 v. 0 0 Lod s 22939 SE 292nd Place (360) 886-1017 32/0 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 172017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER COPYRIGHT 2016, SEGA ENGINEERS 51 JOB 12-021 142" RATED SHEATHING Sd a 6" 0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) 8d. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 141 FRAMING ANCHOR EACH TRUSS. USE 1-410A-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 0 6" D.C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) 1 TYPICAL ROOF FRAMING CONNECTION SCALE: 1" • 1'-0" MSTC HOLDDUN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 16d o 16" 0C. SOLE PLATE NAILING. SOLID RIM JOIST 344" SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 1142" END DISTANCE. 2x FRAMING PER PLAN. (BEAM AT 5IM) JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 0 6" 0.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" • 1'-0" 12" RATED SHEATHING 8d06"O.C. (4" O.C. * SIM) GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ I6d 0 6" OC. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. 1 1 A35 o 48" 0C. (USE 24" 0C. AT SIM.) 2x BRACE PER TRUSS SUPPLIER Q e48"0C.SECURE w/ A34 EACH END. 2x FRAMING PER PLAN. (HEADER ° 5111) z ROOF FRAMING 6 GABLE END SCALE: I" • 1'-0" 514EAT14ING 4 NAILING PER PLAN OR SCHEDULE MSTC NOLDOWN PER PLAN. I6d 6 8" 0.C. SOLE PLATE NAILING. SOLID RIM JOIST NUC HANGER AT NOLDOU N 8d06"0.C. 344" SUBFLOOR JOIST PER PLAN. USE DBL OR 134" LVL AT HOEDOWN TJI BLOCKING w/ 10d e 4" 0C. - STAGGER SIDES. DO NOT TOE -NAIL. WEB STIFFENER PER JOIST SUPPLIER 2x FRAMED WALL (BEAM e 5IM) FLOOR FRAMING CANT. JOIST SCALE: 1" • 1'-0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d04"0C. 2x BLOCKING w/ 16d 0 8" 0.C. 142" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) 8d TO 2x BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x BLOCKING w/ (2) 8d TO STUD EACH END 2x 5T1.11D PER PLAN 3 LOUDER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • 11-0" TJI BLOCKING 8d 0 4" 0.C. 4" SUBFLOOR I -JOIST PER PLAN 10d o 4" O.C. - STAGGER SIDES. NAIL THROUGH TOP SURFACE (p0 NOT TOE -NAIL). SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT 5111) FRAMING AT INTERIOR SHEAR WALL SCALE: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC NOLDOUN PER PLAN TRUSS PER PLAN LUS HANGER BY TRUSS SUPPLIER 16d 0 8" 0C. SOLE PLATE NAILING. ad 0 6" OC. UNO 344" SUBFLOOR MK— JOIST PER PLAN IUS HANGER BEAM PER PLAN SHEAR UJALL FRAMING AT FLUSH BEAM SCALE: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOUN PER PLAN 16d a 16" 0C. SOLE PLATE NAILING. JOIST PER PLAN BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: 1" • r-0" 142" RATED SHEATHING 4 NAILING PER PLAN. I6d 0 8" 0.C. SOLE PLATE NAILING. SOLID RIM JOIST 344" SUBFLOOR SHEAR WALL FRAMING AT BEAM SCALE: I" • 1'-0u 8d 6 6" 0C. SUBFLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR ti (ALT. 434 ANCHOR TWO SIDES) FTG PER PLAN FINISH GRAPE 18" MIN. 12" MIN. FLOOR FRAMING AT CRAUJL SPACE SCALE: IN • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD 0 ENDS OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR_/ ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT 0 8.0.W FINISH GRADE 12" MAX. (5.0.G. 9 5111.) 16d 6 16" 0.C. SOLE PLATE NAILING. i--3/4" 514EATNING ANCHOR BOLT w/ 3"x3"x144" WASHER SEE SCHEDULE FOR SIZE 4 SPACING.USE 5/8", AT 60" 0.C.11.1•1.0. 2x PT SILL 1'-6' MIN 2'-6"MAX. S.. 1 0 D • STNp 14OLD0UU1 PER PLAN. -04 [ BAR 0 24" 0.C. - VERT. 04 BAR CONTINUOUS 1' 4" FOUNDATION AT CRAUJL SPACE SCALE: 1" • 1'-0" 51-IEATNING 4 NAILING PER, FLAN OR SCHEDULE , 2x PT SILL w/ ANCHOR 150LT 43"x3"x144WASNERPER PLAN OR SCHEDULE. USE 348". ° 60" 0C. MIN. * 6" MIN. FINISH GRADE OR 12" MAX SLAB ON GRADE 'SIMPSON' NOLDOWN PER PLAN 1'-6' 2x STUD PER PLAN. USE DBL STUD AT END OF 514EAR WALLS 4 NOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER MIN. r B.. y 4 . AI • 1'-4" FOUNDATION AT SLAB ON GRADE 04 BAR - HORIZ. 414 LBAR 6 24" 0.C. - VERTICAL 04 BAR CONT. SCALE: i° • 1'-0° 142" RATED SHEATHING ad 0 4" 0.C.—\:\ ,z" RATED SHEATHING w/ 8d o 4" 0.C. EDGE NAILING I;�� �1 I „,rq,01" 8d04"OC. 1/2RATED SHEATHING MONO TRUSS PER PLAN SIMPSON LU524 HANGER GABLE END / GIRDER TRUSS LOUDER ROOF FRAMING 6 GABLE END SCALE: IN • 1'-0" DBL 2x TOP PLATE 14DR PER PLAN. TRIMMER STUD(5) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (T(P) 2x SILL PLATE • .1 a 142" RATED 514EATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TVP) SHEAR WALL FORCE TRANSFER DETAIL SCALE: I" • 1'-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE INDR PER PLAN. EXTEND OVER PANEL TO KING STUD. MINIMI,M 10'-0" MAXIMUM TOP OF STEM WALL ELEV. VARIES STHD14 NOLDOUN UNO. RECEIVED CITY OF TUKWILA DEC 13 2016 PERMIT CENTER NAIL SHEATHING TO NOR w/ 8d * 3" OC. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS 16d AT 3" 0C. (2) 2x STUDS (TYP) :: 4x BLOCKING 9 MIDDLE 24" IF REQUIRED. • ♦f ♦+ ♦4 ♦F a. • 142" RATED SHEATHING (24/0 EXP 1). SNAIL w/ (2) ROWS 8d 0 3" 0.C. AT PANEL EDGES. (2) 2x PLATE. SNT'G TO EA REVIEWED FOR SIDE COMPLIANCE LATE'),Pi ROVED JAN 17 2017 City of Tukwila BUILDING DIVISION (2) 348" 4 ANCHOR 150LT w/ I" EMBEDMENT 4 3" x 3" x 144" GALVANIZED IE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ 04 BAR NORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL NCtsIE OPYRICs 2fD 6, SE A ENGINEERS