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HomeMy WebLinkAboutPermit D18-0381 - LOT #2 BURN HOUSE - NEW SINGLE FAMILY RESIDENCELOT #2 BURN HOUSE 14211 34THAVES D18-0381 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov 14211 34TH AVE 5 Project Name: LOT #2 BURN HOUSE COMBOSFR PERMIT Permit Number: D18-0381 Issue Date: 3/5/2019 Permit Expires On: 9/1/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TUKWILA CITY OF 6200 SOUTHCENTER BLVD, TUKWILA, WA, 98188 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2020 Phone: (206) 423-5055 Phone: (206) 423-5055 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY HOME Public Works activities include: driveway access, traffic control, pavement cut & pavement restoration, water service, storm drainage, sanitary sewer, land altering, erosion control, undergrounding of power, and street use. Valley View Sewer District & Water District 125. Project Valuation: $413,146.21 Type of Fire Protection: Type of Construction: Electrical Service Provided by: Sprinklers: Fire Alarm: Fees Collected: $11,652.88 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Volumes: Cut: 150 Fill: 20 Number: 0 1 No Permit Center Authorized Signature: ce Date: 3 El 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: s��' Date: Print Name: C AMA) 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 gauge. 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 150 cubic yards of cut and 20 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. 0 0 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: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 52: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 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: 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. 56: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 57: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C18-00XX. Fee based on two new houses. 58: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 59: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 60: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 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 10% with a cross slope no greater than 5%. (IFC D103.2) 69: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 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 0502 LATH/GYPSUM BOARD 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 0702 SMOKE DETECTOR TEST 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKi'A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. D 1 Q 638 Project No.: Date Application Accepted: Date Application Expires: ev- 0/050 (For once 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 11-/2-11 3i 1v� $King Co A_SSfT eSsor's Tax `l. (%- Site Address:J 1-o T Z B U P) 1-4-6uS.( PROPERTY OWNER Name: Address: , g15 2 /C��'5 c., Name: Address: Contrpy z_ �4 0 Te.y3(sEr Date: vis -41 (� /t Address: City: State: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: , g15 2 /C��'5 c., City ( 1 State: /4/1- Zip: 986 23 Address: Contrpy z_ �4 0 Te.y3(sEr Date: vis -41 (� /t Tukwila Business License No.: 0 c f q 6eill City: State: Zip: Phone: Fax: City: Email: Zip: Phone: GENERAL CONTRACTOR INFORMATION Company Name: ! z - /?4r�G Address: , g15 2 /C��'5 c., City ( 1 State: /4/1- Zip: 986 23 Phone: 6w 9,)3 ,,S ,Fax: Contrpy z_ �4 0 Te.y3(sEr Date: vis -41 (� /t Tukwila Business License No.: 0 c f q 6eill ARCHITECT OF RECORD Company Name: 5 % 6, L2 Engineer Name: %�,o Th„, S u ,-t ' V`,y Company Name: City: g c.(4_RvatiD ^QUI p State: . Zip: 5. gooY Phone: 0_ gez _ I O i l . ZZ77bb Architect Name: City: State: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 % 6, L2 Engineer Name: %�,o Th„, S u ,-t ' V`,y Address: 2-243 pl 5.a 2 el y P City: g c.(4_RvatiD ^QUI p State: . Zip: 5. gooY Phone: 0_ gez _ I O i l . ZZ77bb Email: c »c /✓e Seggewg'�vtee,-j �. l” LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 5& F. Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $ 2 -Vo, xO Scope of work (please provide detailed information): /Veal diet) f e DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE t,tLJG( 1/64e) Ist floor / 0C3 2"d floor I 7-Z Garage 4, carport ■ Deck covered uncovered III5q/ Total square footage C 1 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu / thermostat emergency generator fuel type: ❑ electric (f gas appliance vent / ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ Z bathtub (or bath/shower combo) bidet dishwasher / floor drain !V lavatory (bathroom sink) / sink i water heater (gas) lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 3u 3 clothes washer shower water closet gas piping outlets Page 2 of 4 O 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. WATER DISTRICT Tukwila A... Water District #125 ❑ .. Highline Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila 0 ...Sewer use certificate 6... Valley View 0 .. Renton '...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...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 0 .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding ❑ ...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 ❑ ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 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 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES APPLICABLE TO ALL PERMITS IN THIS APICATION — 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 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWN OR AUTHORIZED AGENT: Signature: Print Name: e Mailing Address: '2-9 gis 2— 6 4z' 5-14--- I-1 V pplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Date: //51/8 Day Telephone: Rh-( rel' /At f1623 City State Zip Page 4 of 4 BULLETIN A2 �+ TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Lai 2 ruK,J Moue. PERMIT # b!g -o38 j If you do not P� ide contra tc o bias or an eng�neer'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 0 Erosion prevention 12 00 Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 1125 $250 (1) 60 C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 1S0 cubic yards Enter total fill volume Zo cubic yards $ III—' (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 2.5 (1+4+5) $ S 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, vvhk 'iki VED attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review FTV OF TU K W I LA Approved 09.25.02 Last Revised 01.01.18 D18- d8I DEC 0 5 2018 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 $ f (\ zs (6) tea? • 1 $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 5° $ 54 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 ,./ 101 — 1,000 j $37.00 for 1' 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 1' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 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 01.01.18 2 (9) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ /b/3 I. Other Fees $ Total A through I $/ o I ;3 i (10) i SS DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 1 I S 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)RCFC Installation -",-„,..„_ Cascade Water Alliance 01.01.2018 —12.31.2018 Total Fee . � 0.75 $625 —,_ $6005 / $6630 1 $1125 `--,_$15,012.5_0/ $16,137.50 1.5 $2425 130,.02-5 $32,450 2 $2825 $41,040N $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 01.01.18 Temporary Meter 075" $300 2.5" $1,500 3 Receipt' Number DESCRIPTIONS QUANTITY PAID $270.00 $270.00 $270.00 $270.00 $270.00 PermitTRAK D18-0381 Address: 14211 34TH AVE S Apn: PUBLIC WORKS PAVEMENT MITIGATION TOTAL FEES PAID BY RECEIPT: R18308 R000.344.101.00.00 0.00 Date Paid: Monday, August 12, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26327 Printed: Monday, August 12, 2019 9:13 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK D18-0381 Address: 14211 34TH AVE S Apn: DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R17637 ACCOUNT I QUANTITY PAID $70.00 $70.00 $70.00 $70.00 $70.00 R000.345.830.00.00 1.00 Date Paid: Monday, May 13, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26204 Printed: Monday, May 13, 2019 10:21 AM 1 of 1 Cash Register Receipt City of Tukwila Receipt Number R17079 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $14,299.88 D18-0147 Address: 14213 34 AVE S Apn 5537200116 $5,418.74 DEVELOPMENT $4,173.34 PERMIT FEE R000.322.100.00.00 0.00 $4,168.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $560.25 ADDL PLAN REVIEW R000.345.830.00.00 0.00 $218.75 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $244.15 TECHNOLOGY FEE R000.322.900.04.00 0.00 $244.15 D18-0381 Address: 14211 34TH AVE S Apn: $8,881.14 DEVELOPMENT $4,493.21 PERMIT FEE R000.322.100.00.00 0.00 $4,264.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $111.25 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $111.25 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 I $252.00 PUBLIC WORKS $1,355.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 Date Paid: Tuesday, March 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26079 Printed: Tuesday, March 05, 2019 9:39 AM 1 of 2 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY I PAID $14,299.88 D18-0381 Address: 14211 34TH AVE S ' Apn: $8,881.14 TECHNOLOGY FEE S243.55 TECHNOLOGY FEE TOTAL FEES;PAID BY RECEIPT: R17079 R000.322.900.04.00 0.00 $243.55 $14,299.88 Date Paid: Tuesday, March 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26079 Printed: Tuesday, March 05, 2019 9:39 AM 2 of 2 SYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 5,498.39 D18-0381 Address: 14211 34TH AVE 5 Apn: $2,771.74 DEVELOPMENT $2,771.74 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,771.74 D18-0382 Address: 12417 34TH AVE S Apn: $2,726.65 DEVELOPMENT $2,726.65 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15971 R000.345.830.00.00 0.00 $2,726.65 $5,498.39 Date Paid: Wednesday, December 05, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25894 Printed: Wednesday, December 05, 2018 12:24 1 of 1 PM SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431- 70 Permit Inspection Request Line (206) 438-9350 .,lad -43 V PERMIT NO. Project: Type of Ins ection: fl/_PMG• PJM -L-- Address:Date �4 7// 3 m4v IS. Called: Special Instructions: ZD%`,� Baku /��l��J� Date Wanted: 8—/349; a.m. p.m. Requester: Phone No: proved per applicable codes. ❑ Corrections required prior to approval. CMMENTS: Inspector: Date: ieo .(c REINSPECTIOEQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit t� ig- 0381 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj 41"10 Type of Inspection: Ad ress:Date ,�iZ 3L# s. Called: Li i''� Special Instructions: Date Wanted: a:m 2-2.-Z$g • Rester ,/ Phone/_NNoo,`:d�" 7,$3r 7i 1_312,9 ElApproved per applicable codes. ElCorrections required prior to approval. 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. bie) as01 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Lcfr moi,) Type of Inspection: tit4 , Address: 1414( Avi S - Date Called: Special Instructions: Date Wanted:^ 6^^,- i c p.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date: C REINSPECTIO EE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project; 2___a el,,, J Ii"L4w,, �6& Type of Inspection: -�Jc �f 3 Address: Date Called: Special Instructions: Date Wanted: X20.11 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prio o approval. OMMENTS: A4Povt/A> 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 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 be, °3I Project: �/ Type of Inspection:Lal ,p Address: Date Called: Special Instructions: Date Wanted: ,tat lm_ p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. OMMENTS: Inspector: r REINSPECTION FEE REQUIRED. 4UIRED. 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 D 0301 Project: tot 142_ 'J'(Z.t) Type ofInspection: -t. izA \✓v!„ . Address:Date /14211 3s4 S• Called: Special Instructions: Date Wanted: Z -s" ici 4.ri. p.m. Requester: 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 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 £ i 3 ow Project: l LST T.'fes 6Azt Type of tnspect'on: S azieteiviat. Address: Date Called: Special Instructions: Date Wanted: T',zi-i`i1 a.m. p.m. Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Date: g zo REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: 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: k-° Z o.,�l iss Type of Ins tion: _ Address: /42i( 44r#Ave=5 Date Called: Special Instructions: Date Wanted: -2(-19 (airy. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: / GAS IIvi S lIi✓ ✓7 ,� rr x0SInspector: Date: I ! REINSPECTION FEE REQUIRED. Prior to next inspection, fee muss be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit big-O3X'] INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /0742 -13 1,red /1Z4d_re �e of Inspect i pLaietb Address: /I/V/1 59 rfl'elVr cS Date Iled: Special Instructions: #.2— T Date Wanted: 70 - 2a p.m. Requester: !-O Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. Ins • ector:<- Date: / —26/ 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:dType / 7Z Arad h sps of Inspection: li I11e/ .Iff Address:Date /y 7-11a4 Avcf Called: Special Instructions: Date Wanted: fi-/19; a.m. Requester: Phone No: ElApproved per applicable codes. n/ Corrections required prior to approval. l� ��f411- 4-35 ftvi 0 If ZL oC Inspector:3 D....aCf.2_,..) Dater J_(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 -- (206) 431-3670 610 Qv 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: �Ii /7tz pe of In e :.iii /lr�°j Address:,/ /42. r/ c3 i z AuF-S. Date Called: Special Instructions: Date Wanted: ...C-1-/7 a,m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMME NTS: W„F Inspector:1 I►. c 09- Date r_ Zdi n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Lie a33/ Project: ` LL// ,y, Type of Inspection O Address. i 4 Zi 3gF1',4f,J,‘. Date Called: Special Instructions: Date Wanted: -C^2^// a.m. p.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. C MENTS: ke4i1J, 1W1 \*1 ‘51A0 \JIC‘ Ad)9,1tRi Inspector: Date: REINSPECTION F REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:.,Type Lar Z EvrAi e of Inspection: /An»• 94JJ�/ � Lr't/v'6 1.--in-F•74 ,/ Date ailed: Speecial Instruucctiio�ns: S ' Date Wanted: �� /) _ Z0 `7 a.m. l 11/ ✓7 p.m. Request 14___0&.1-. ..0,.)0 Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6./(6A 1.--in-F•74 ,/ P-At--P-CO)c j1)015ee5 ,v /144 -tele 126:Xkirc LAv, i ,Tortic.-‘, o tS { c C inti vvb 1 tnstrr__ fie) 14___0&.1-. ..0,.)0 zo poe4,- Ue./ ( 60;m 4e YL o► 5/4,141r �- NC' Visie,�1 r i TT�p., Inspector: Bac, Date` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1'. 0381 Project: 40-r # 3 J Type of Inspection: ui Address: /47-4( 34 vg Avg'` 3 - Date Called: Special Instructions: Date Wanted:„ !{-(-Q-(Q p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: V451,F1-oo‹.—riel- timet-oviv Inspector: ve-io- 20i? I 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ►g 03& I Project: - c811)(43� Type of Inspection: Address:JA Date Called: Special Instructions: Date Wanted: 4(^ - Ac --'3 p.m. Requester: Phone No: psiApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ---, ckilfrovwtge fcidue oL4-1 da Saskii4 inive pe:61-- Mink es_S G� Date: f_3 Inspector:C///// F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: --Lk 34104 rave S Type of Inspection: '7:R. -Tyr, ...,e, IN Addres ito,rDate Called: Sp tial Instructions: Date Wanted: 3.."21-19 a.m. p.m. ). /ANICRequester: tg J *2 5 Phone No: ' 1<25 -5033 proved per applicable codes. COMMENTS: r•or zrequired prior to approval. Inspecto Date3_Z7 -Z®(/_ 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 bt8 o3eI 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:el ,d Asa' Type of Inspe ction: W. Address: Date Called: Special Instructions: WPhone Date Wanted: -Z.1- Iaj a.rim:: p.m. Requester: Na: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Dater_ Z) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 27x10 Florence Road Stanwood, WA 98292 360-939-2637 Stanwood 360-939-2639 Fax 877-4-ALLWAYS Toll Free 0 L-WAYSAIRCONTROL Q,�rt3lity HEATING COOLING DESIGN INSTALLATION , Corporate Office 1515 So. Center St. Tacoma, WA 98409 253-383-7718 Tacoma 253-383-7736 Fax 800-546-9554 Toll Free RE: Permit #: D18-0381 Plan #: 2853 Cary, REVISIONS No changes snail be made to the scope of work witnout nor approval of the Tukwila Building Division NOTE: Revisions wdi require a new plan L ubmittal and may include additional plan review. Crawl space requirements for these plans are 257 square inches of ventilation. We will be using a Fanteck FG6 (303 CFM). The Fanteck will be run on a humidity thermostat and will push and pull air from the crawl space and outside air. This will make air in the crawl at the same time making fresh air exchange. Let me know if there is anything else you need from me. Thank You, Kodie Chapman Allways Air Control SEPARATE PERMIT REJUIRED FOR: Mechanical EZ Electrical Ea/ Plumbing Gil Gas Piping City of Tukwila BUILDING DIVISION Permit No. VP /U 6 Plan review approval is subiect to errors and omissions Approvai of construction documents does tot autn `nze the violation of any adopted code or ordinance Receipt of approved Field Copy and conditions IS acknowledged: By. Date: City of TuKdoia BUILDING DIVISION IiEv CITY OF TUKWILY, APR 2 6 2019 PERMIT CENTER REVIE\ V,EI) FOR CODE COMPLIANCE APPROVED MfYlO2 City of Tukwila BUILDING DIVISION Dig- O3' Z•12 M2 • IY OG os 1:4:W2 • Ite Ot aVE•D CITY OF TUKWILA APR 2 6 2019 PERMIT CENTER J�i�iii■i�.Liiii"�i_i_l! WV. �_Ill � 'V 11111 Fill I I I I I 11 i1Ir��II �_ ErtZ911111113•111111•MillI n 2.. rw� MUM 11111.01:1111C I WWI 4E6 I. 111M113MII .11111174/Till! Ia -17.1. �iL',art vilL112M 4.1111111111■1112111Mailli /1191111111.111N,D=MEII ,r�>i 1-�► _:�I R.311.� illi 1ilM1111NMMIS. :MINI11•111« `AM -211111111.1111_1I RF ' .01t111111=f11111111111111 1111 __• 1MMIl';WI •r'1��•:�>♦�If � L LC[c>lrawr�.t—r —moi—wr fiJ__-., 114 bt%' nail LANDMA moa w2 MAP .0 1011/1•11. T1U125JI Ni12111 1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0381 / D18-0382 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 34th Ave. South and adjacent to 14211 & 14217 34th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, traffic control, pavement cut & pavement restoration, water service, storm drainage, undergrounding of power, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this $ day of A1,411 -C(` , 201W:'21 STATE OF WASHINGTON) )ss. County of King ) Authorized Signature / Grantor I certify that I know or have satisfactory evidence that (art-( 1,(-4ci is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the treS i' /(Ptc26" of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated (, 3 io 5'( iy&yn ,b -l -c Notaty'Phblic in and for the State of Washington residing at My appointment expires DATED this GRANTEE: By: Print Name: Its: CITY of TUKWILA Henry Hash day of akt rC iti , 20189 Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. jl(a 1t A CC.%ev !{ Name: NOTARY PUBLIC, in and for the State of Washington,, residing at My commission expires: Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-285 011 A ur 1.0.10 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 Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 49' 0.026 Wood Frame Walll" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall 10/15/21 int + TB 0.042 Slab R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. FILE RECEIVED CITU OF TUKWILA DEC 0 5 2018 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. II 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 Tess 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 1 b 1.0 lc Efficient Building Envelope lc 2.0 1d 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 REVIEWED FOR CODE CO►APLIANCE LIAPPROVED0.5 0JAN 112019 Itity of Tukwila Bl ILDING DIVISION 0 *1200 kwh Total Credits lb I O P *Please refer to Table R406.2 for complete option descriptions 0.5 1.5 0.0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information 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 Ref. U -factor POWDER ROOM 2 0.28 GREAT ROOM 30.0 0.28 GREAT ROOM 6 0.28 DINING ROOM 1 0.28 DINING ROOM 6 0.28 KITCHEN 6 0.28 DEN 4.48 0.28 ENTRY 16.0 0.28 ENTRY 1 0.28 BEDROOM 2 3 0.28 MASTER BEDROOM 5 0.28 MASTER BATH 20.0 0.28 STAIR 3.56 0.28 BEDROOM 4 3 0.28 BEDROOM 3 2 0.28 ATTIC ROOM 4 0.28 ATTIC ROOM 0.00 0.28 ENTRY DOOR 0.0 0.20 GARAGE/DWELLING DOOR 1 0.20 0.00 4 0.00 1 2 0.0 3 0.0 1 6 4 1 4 4 1 6 4 6 1 4 4 6 1 3 6 6 1 2 6 6 6 Width Height Qt. Feet inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 2 0.0 5 30.0 2 2 6 5 11.20 1 5 25.0 6 8.0 1 6 3.36 8 4.48 1 8 16.0 5 6.0 1 3 6.72 3 6 1 5 18.0 5 20.0 1 4 3.56 2 0.00 3 2 0.0 2 0.0 1 4 0.00 4 0.00 1 6 0.0 4 0.0 1 4 0.00 4 0.00 1 2 0.0 3 0.0 1 6 4 1 4 4 1 6 4 6 1 4 4 6 1 3 6 6 1 2 6 6 6 Area UA 0.0 0.00 0.0 0.00 Area UA 10.0 2.80 25.0 7.00 30.0 8.40 48.0 13.44 40.0 11.20 10.5 2.94 25.0 7.00 8.0 2.24 12.0 3.36 16.0 4.48 24.0 6.72 16.0 4.48 6.0 1.68 24.0 6.72 16.0 4.48 27.0 7.56 18.0 5.04 20.0 4.00 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 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) 393.3 107.10 Area 0.27 UA 0.0 0.0 0.00 " 0.0 0.00 0.0 0.0 0.00 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 393.3 107.10 Area 0.27 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 393.3 107.10 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. 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 L2-2853, Heating System Type: OO All Other Systems Contact Information 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure l) Instructions Slab on Grade (see Figure t)_ Instructions Location of Ducts Instructions Design Temperature Difference (AT) A = Indoor (70 degrees) - Outdoor Design Temp 2,853. 8,5 Conditioned Volume 24,251 U -Factor X Area = 0.280 U -Factor X 0.50 U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection 394 Area Area 1,465 UA 110.32 UA UA 38.09 Area UA Area 2,565 Area 1,460 Area F -Factor X Length No selection J UA 143.64 UA 36.50 UA UA F -Factor X Length UA No selection Duct Leakage Coefficient 1.10 Sum of UA 328.55 46 Envelope Heat Load 15,113 Btu/ Hour Sum of UA X AT Air Leakage Heat Load 12,048 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 27,161 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,877 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,828 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2853-3 October 31, 2018 Job No. : 12-021 Location: 14211 - 34th Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers LE REVIEWED FOR CODE COMPLIANCE APPROVED JAN 11 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292n1 PL (360) 886-1017 Black Diamond, WA 98010 X1 8- 038 1 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 (Vu„) KZ, 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 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 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load 39.2 psf 25 psf (115% Load Duration) 0.00 (C, = 1.1, other surfaces) DL Flooring 0.5 psf 9/4" Plywood 2.3 2x12@12"oc 4.4 541 " GWB 2.8 Misc. 1.5 11.5 psf LL DECKS Residential 40 psf Total Floor Load 51.5 psf DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential —dfr psf 68.6 Total Deck Load -484 psf WALLS DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@ 16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2012, SEGA Engineers 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 11'17 — *Prt— j"L dG . I/Art Axe - Orr_ -..; _ _ JOB NO. L2 - Z4225 dam FIGURED BY 4 47 CHECKED BY DATE Nitto SHEET Z OF - (t)(�c)?,F) + tOe t ( 4-4)(46'`) f( )C4 -off) M = (I 4By )(9l)1 = ibs oF1'- u1¢e& v/Pt (,4,Vi ). ., r ' 4S( 11 P/,pe e')3' 34/ y4-0'2Ao.c %3r, 1 , 4151''r ) f3 4- 4, . "cr%/s' v 3€1X,c‘ 3'/a�► / 'S. Gal 0 41 !1 416 ri rl(i ,I)3 z 1415 x.WI- AA )7- til`r (0f 7 IP') 497- - / 1. V 4(01 t1sr) ; = o, 0.73rir-)01')' : q©� k/43-3 Z 1/7-0 Copyright 2012. SEGA Engineers ©c- &L6 �4--- of ti SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 LZ- Zv S JOB NO. FIGURED BY, CHECKED BY DATE Z,�/_SHEET 3 OF Mc" (00113',1) (l1')L - e, )kik z, 3s `-. p, 4r( e,3),,,s9)04.1)3 go TA t )‘ 41. z'-sk 0,4v) CC') r." 4/ Cv4,z: rL. ArAx. PL" (, )1 40 ?ix ) - / 460p 3,15- z- '61- Guz J40))1C)'-' /° )tt,-�/4)-(jt')(d,l41(4)t "ibir= V=r; 201 -- 39t.- 407 9ty 4 _7 0.1147,1- 360 p.i- 7 L e/3-; (,/Z / .1,41( (3.) Z4iL Odt /44 Copyright 2012, SEGA Engineers Or SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 LZ - 7-653 JOB NO. / z / FIGURED BY (2 Ar CHECKED BY DATE "/Zi1it, SHEET 4 OF wi t 1 4'7 ' J'J -i- )60f F i- t,3t)1)4"IC PZI r): 37 fu: W0)1 4' Zr> _Z V /J# V (1/L-. .5% Aii/z (; Us 1) /L'z 4A t- ,S1z. Sen. raid— Xus/ A.,�e._. 3- a2 V -'.) 1(4)(4,16>L C`li)C4-S"51 Cz�-� = 40,04" /4=--64.f)c-4)(44-0/1 -1-100 ssop4-P Z ,;) - 34.0. 3,e , r J)i / s' = 3 z Y' s-yZ y�z. r V:7* 4/t: & 4ct't`''•48' )(U.. ')Z = 1� L� Z ilv3Xia'� cam, /7, rt -- ii) (40/1). 69,/ rv/r ri)z 5-171 rzip pr¢S .O!/rie�cii)07,_j3: Copyright 2012, SEGA Engineers (P2- iic' `i.r' 09 . 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. CO LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W where, For W: WIND R 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 Wroof = Wfloor = 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 Design Base Shear , V = ( .169) (57 kip) = 9.7 kip E = 9.7 kip = 6.9 kip 1.4 W total = !List. Design Wind Pressure, ps = A Kn Ps30 Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 20 ft = 1.00 25ft = 1.00 30ft = 1.05 35 ft Kz, = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po.1s= (1.00) (1.00) (17.7psf) = 17.70psf (x0.6= 10.62psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) I'2$ = (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) V0b = (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (1 ft) (18.6 psf) =13.8x0.6 = 8.3 kips Therefore, Vsrs= (57ft) (10ft) (17.7psf) + + (45ft) (5ft) (17.7psf) + + (5ft) (1ft) (18.6psf) (52ft) (5ft) (17.7psf) (17ft) (5ft) (17.7 psf) =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— Li?,s'3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 sN \4u / fr. ler e r Ae.t, 8S iv' pmt'. 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VKz. et+A11044V;iieLt)11 X1144(CE; --11)(A#PYr)49 (01"3 ez.s# 4/4,443#4.3,4-'t pkor r Copyright 2012, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 Ai-bt109Gc..S/1a+� --coat 044,L. ft' `D, s 14- 4, 6, th 3A/1.z 4 zert-xi> r1 PROJECT L Z, — 7.4& S3 JOB NO. — FIGURED BY 6,41 -- CHECKED BY DATE° // LSHEET Q OF 411 4040.1./ t 4114% • Copyright 2012, SEGA Engineers It TO .510141--3 SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT 1_2-2553 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 12-021 FIGURED BY GAT CHECKED BY DATE 02/21/12 SHEET 9 OF 9, SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2" OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. QaII = 230 plf CDX I> 1/2" OSB or 8d @ 4" o.c. 5/8° @ 32" o.c. QaII = 350 plf CDX 1/2" OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction Notes: All walls designated " '" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. 1) Geotechnical Engineering Report Residential Development 14211/14213/14217 34th Ave S Tukwila, Washington P/N 5537200116 April 26, 2018 Revise dNovem4er8 2018 BILE Cary Lang Construction AttentionCary 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 P1276 -T18 olBi REVIEWED FOR CODE COMPLIANCE 23 APPROVED JAN 11 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -2 A -2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 April 26, 2018 Revised November 8, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Residential Development 14211/14213/14217 34th Ave S Tukwila, Washington P/N 5537200116 MGI Project P1276 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your 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 an irregularly-shaped, 0.57 -acre, residential parcel situated in close proximity to the transition between the city limits of SeaTac and Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcel has previously been developed, with the central portions of the site being occupied by an existing single-family residence, originally constructed in 1902. Access to the site is gained through 34th Ave S, along an existing driveway towards the north end of the parcel. The remainder of the parcel is relegated as yard space. Past grading activities have evidently taken place onsite, with the west end of the parcel residing at a higher relative grade than that of adjacent residential sites immediately to the west. Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Page 1 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 Corresponding addresses for the future lots are listed in the onset of the report and along the header. Roof -runoff from the proposed residences will be retained onsite if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on April 6, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on April 6, 2018; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 West of the existing residence South of the existing residence; towards the south end of the parcel 9 10' The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater Migizi Group, Inc. Page 2 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of an irregularly-shaped, 0.57 -acre, residential parcel. The subject property is located within a densely populated residential area between Military Rd S and Tukwila International Blvd; approximately one -mile northeast of the Seattle -Tacoma International Airport. The east side of the parcel is bound by 34th Ave S, with its remaining sides contacting developed residential sites. The subject property has previously been developed, with the central portion of the site being occupied by an existing residence originally constructed in 1902. The remainder of the property is relegated as yard space. Topographically, the footprint of the existing residence resides within the relative high spot of the parcel, with the remainder of the property descending away from this location. Upwards of 10 feet of elevation change is observed over the extent of the parcel, with localized grade changes being less than 10 percent. Vegetation onsite is sparse, with the majority of the parcel having been resurfaced with recycled concrete. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, glacial till soils. Fill soils were generally encountered through a depth of ± 7 feet of both of our explorations, with the material ranging in composition between gravelly silty sand and fine sand with silt. Fill soils were generally encountered in medium dense condition. Glacial till soils were observed towards the lower reaches of both of our explorations, generally consisting of very dense gravelly silty sand. Tacoma, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tacoma area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition and is commonly underlain by advance outwash soils. Migizi Group, Inc. Page 3 of 11. Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We encountered moderate groundwater seepage at a depth of 10 feet in test pit exploration TP -2, which was performed towards the south end of the parcel. This depth corresponds with the contact with native, glacial till soils. Given the topographic location of the project area, we do not believe that this is indicative of actual groundwater elevations, but rather indicative of seasonally perched groundwater, trapped atop the relatively impervious glacial till 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 upwards of 71 feet of imported fill material, transitioning to relatively impermeable glacial till soils with depth. As such, we do not interpret full or limited infiltration as being feasible for this project. Roof -runoff water from the proposed residences should be managed through dispersion, diverted to an existing system along 34th Ave S, or managed through another appropriate method. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss= 1.494 g SMS = 1.494 g SDS = 0.996 g Si = 0.560 g SMI = 0.839 g SDS = 0.560 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 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. Migizi Group, Inc. Page 4 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Roof -runoff from the proposed residences will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser fill or native soils, or on structural fill bearing pads extending down to these soils. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser fill or native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 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 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that there is a minimal organic horizon across the project site, and we do not anticipate that significant stripping will be necessary. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and densely consolidated glacial till soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations encountered moderate seepage in the vicinity of test pit exploration TP -2, at a depth of 10 feet, along the contact with glacial till soils. We anticipate that this is indicative of seasonally perched groundwater and not representative of actual groundwater elevations. We do not expect groundwater to be encountered in project excavations, however, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11 H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residences 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. Migizi Group, Inc. Page 6 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand and fine sand with silt, extending upwards of 71/2 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21 H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser fill or native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Migizi Group, Inc. Page 7 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 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. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser fill or native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Migizi Group, Inc. Page 8 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 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 Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 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 Migizi Group, Inc. Page 9 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction —14211/14213/14217 341h Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 P1276 -T18 Geotechnical Engineering Report 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. Zac L. Logan Staf Geologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer z 0 0 so 1' 122°20.000'1:W pup ' W TOPO� In 3p punted o� 0426/ B:from °Unijt1 dt ::122°16.00o`.W 122°11;o0D' W 122°16:000' W 122015.000' W WGS64122°14.000`W 2 6 0 0 N 0 122°20.000' W 122019.000' W 122°18:600' W 122°17.060' W :122°16:000' W U _ 3 lt& 0 10fff1`0 5N: 't000METEIIS 1 metedTOPO!so oii ic, > i . " ) 2 0 0 vi N 1122°15.000'W ING864122°19.000'W 2 0 0 0 P.O. Box 44840 Tacoma, WA 98448 Location 14211/14213/14217 34th Ave S Tukwila, WA P/N 5537200116 Title Job Number P1276 -T18 Topographic and Location Map Figure 1 Date 11/08/18 1- 0 0 w O il d SHEET TITLE: Si ;T PIT L❑CATI❑N 7I0 APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve CLEAN GRAVELS GW 6.. j 'i' WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES GRAVELS MORE THAN HALF WITH LITTLE OR NO FINES GP 4•j p..D: POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES COARSE FRACTION LARGER THAN GRAVELS WITH GM %'i< oo SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES NO. 4 SIEVE OVER 15% FINES GC ' AO de ' t CLAYEYTURES GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY-CLAY MIX CLEAN SANDS SW °.°.°.° WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP : .' POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 CL AEAN INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, LGRAVELLYSY LAYS, SANDY CLAYS, SILTY CLAYS, OL _ - — — ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH LA"ORGANIC . CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, \\,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R-Value 0 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial la 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 V Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) J ' SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. wall+lei Migizi Group, Inc. TEST PIT NUMBER TP -1 Tx PAGE 1 OF Tacoma, WA WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 14211/14213/14217 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14211/14213/14217 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER ci vi GRAPHIC LOG MATERIAL DESCRIPTION - - - - - - 2.5 GB S-1 GP-�o GM0�J� 0 �'i < (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist) (Recycled Concrete) 1.5 SM ••: 00• ••p•O �•�•� •ii• ♦♦ Q•�• w. . . p0•p i•Oi• OHO ••• (SM) Gray/brown silty sand with gravel (dense, moist) (Fill) 3.5 - - - - 5.0 (SM) Dark brown fine silty sand with some organic material (medium dense, moist) (Fill) 4.0 SM (SP -SM) Light brown fine sand with silt and some gravel (medium dense, moist) (Fill) 7.5 SP- SM - - - 7.5 SM (SM) Gray silty sand with gravel (very dense, moist) (Glacial Till) 9.0 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 9.0 feet. I i i xanitimint Migizi Group, Inc. TEST PIT NUMBER TP -2 Tx PAGE 1 OF 1 Tacoma, WA WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 14211/14213/14217 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14211/14213/14217 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION 10.00 ft Moderate seepage LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION -- o DEPTH o (ft) SAMPLE TYPE NUMBER 6 cri GRAPHIC LOG MATERIAL DESCRIPTION - - - 2.5 GP - GMS 0 . (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist): (Recycled Concrete) 0.8 SM :�.�.� OOi QQ, p•O� .�.�. Opp (SM) Gray/brown silty sand with gravel (medium dense, moist) (Fill) 4.5 - - _ 5.0 (SM) Dark gray silty sand with gravel, roots, and some organic material (medium dense, moist) (Fill) SM i _ _ . 7.5 " ,, ,, ,, J i, --10.07_ Fibrous peat (soft, wet) - i- - r 10.0 SM 10.5 (SM) Blue/gray silty sand with gravel (dense, moist) (Glacial Till) No caving observed Moderate groundwater seepage observed at 10 feet 9 cThe depths on the test pit logs are based on an average of measurements across the test pit and should be 9 considered accurate to 0.5 foot. Bottom of test pit at 10.5 feet. 9 0 J L C u u 9 L L -ll�ll� MiTek' RE: Cary Lang Parcel A Tukwila General Truss Engineering Criteria & Design Loading Conditions): Design Code: IBC2015/TP12014 Wind Code: ASCE 7-10 [1WiviR I1: 110 mph Roof Load: 43.0 psf MiiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 7.6 Design Method: MWFRS (Envelope) ASCE 7-10 [Low Rise] Floor Load: N/A psf This package includes 30 individual, dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date 1 K4758855.R01 a01 6/26/18 2 K4758856.R01 a02 6/26/18 3 K4758857.R01 a03 6/26/18 4 K4758858.R01 a04a 6/26/18 5 K4758859.R01 a04b 6/26/18 6 K4758860.R01 a05 6/26/18 7 K4758861.R01 a06 6/26/18 8 K4758862.R01 a07 6/26/18 9 K4758863.R01 b01 6/26/18 10 K4758864.R01 b02 6/26/18 11 K4758865.R01 b03 6/26/18 12 K4758866.R01 c01 6/26/18 13 K4758867.R01 c02 6/26/18 14 K4758868.R01 d01 6/26/18 15 K4758869.R01 f01 6/26/18 16 K4758870.R01 f02 6/26/18 17 K4758871.R01 f03 6/26/18 18 K4758872.R01 f04 6/26/18 19 K4758873.R01 g01 6/26/18 20 K4758874.R01 g02 6/26/18 21 K4758875.R01 h01 6/26/18 22 K4758876.R01 h02 6/26/18 23 K4758877.R01 h03 6/26/18 24 K4758878.R01 hrk 6/26/18 25 K4758879.R01 j01 6/26/18 26 K4758880.R01 j02 6/26/18 27 K4758881.R01 j03 6/26/18 28 K4758882.R01 j04 6/26/18 29 K4758883.R01 s01 6/26/18 30 K4758884.R01 x01 6/26/18 F LE The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Truss Design Engineer's Name: Zhao, Xiaoming My license renewal date for the state of Washington is September 28, 2018 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. 1 of 1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 112019 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA DEC 0 5 2018 PERMIT CENTER June 13,2018 Zhao, Xiaoming .D19- 6301 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758855 Cary Lang A01 GABLE 1 1 Job Reference (optional) Buildera,First Sourob, Arlington,WA 98223 0_q 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:29 2018 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-xGJmgE5S2zxfJgVPjvdZR18V3MqD09y8hUbtQsz6k1 C 16-0-0 1 30-8-10 16-0-0 14-8-10 3x6 3x6 = 11 3x6 12 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 222 3x6 = 30-8-10 3x4 I I 30-8-10 Scale = 1:68.1 Plate Offsets (X.Y) - LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-3-9.0-1-8]. [6:0-4-0.0-1-8]. [11:0-3-0.Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.18 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.00 21 n/a n/a PLATES GRIP MT20 185/148 Weight: 191 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 10-31,12-29,9-32,8-33,13-28,14-27: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-31, 12-29, 9-32, 13-28 REACTIONS. All bearings 30-8-10. (Ib) - Max Horz 2=206(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 21, 2, 31, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23 except 22=-155(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 21, 2, 31, 29, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 2, 31, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23 except (jt=lb) 22=155. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758856 Cary Lang A02 Common 6 1 Job Reference (optional) Builders First Sourciv, Arlington,WA 98223 11-0-4 1-0-0 5-5-7 5-5-7 10-6-0 5-0-9 16-0-0 5-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:29 2018 Page 1 ID:TZa5PCUnFyXNprG I Hu3H_Xyn5tu-xGJmgE5S2zxfJgVPjvdZRl8QgMdG04c8hUbtQsz6k1 C 21-6-0 1932-9 1 26-6-9 30-8-10 5-6-0 1-8-9 3-4-0 4-2-1 4x6 I I 5-5-7 5-5-7 2x4 11 10-6-0 4x8 = 5-0 9 16-0-0 5-6-0 5x8 WB = 4x8 = 3x6 = 21-6-0 123-2-9 1 26-6-9 30-8-10 5-6-0 1-8-9 3-4-0 4-2-1 3x4 II Scale = 1:68.1 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.39 BC 0.96 WB 0.46 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.57 12-14 >643 240 Vert(CT) -0.86 12-14 >425 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 155 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 2-13: 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-14,6-12: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1393/0-5-8, 10=1303/Mechanical Max Horz 2=206(LC 7) Max Uplift2=-42(LC 8), 10=-21(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2012/55, 3-4=-1653/37, 4-5=-1499/67, 5-6=-1692/191, 6-7=-1598/188, 7-8=-1556/62, 8-9=-1586/46, 9-10=-1259/42 BOT CHORD 2-15=-110/1625, 14-15=-110/1625, 14-16=0/970, 13-16=0/970, 13-17=0/970, 12-17=0/970,11-12=-4/1262 WEBS 3-14=-332/105, 9-11=0/1214, 5-14=-383/158, 6-14=-141/949, 6-12=-140/782, 7-12=-394/161, 8-11=-304/25 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Circe Corona, CA 92880 Job Cary Lang Ruildor. Fircf Snurrra Truss A03 Aa,.....,... 1/1/A non.,Job Truss Type COMMON Qty 5 Ply 1 Parcel A Tukwila Reference (optional) K4758857 I1 -0-q 5-5-7 1-0-0 5-5-7 10-6-0 5-0-9 8.00 HIT 16-0-0 21-6-0 i 26-6-9 32-0-0 5-6-0 5-6-0 5-0-9 5-5-7 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:30 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-QSs82a64pG3Wx_4bHd8o_FhbHm0OIX4Hw8LQylz6k1B 4x6 II 3x6 3x6 3x6 - 8 3 3x6 9 6x6 10 3x6 18 17 26 16 27 4x8 = 1 5-5-7 10-6-0 I 5-5-7 5-0-9 5x8 = 21-6-0 15 4x8 = 26-6-9 14 4x6 = 11-0-0 Plate Offsets (X Y) - [2:0-3-9 0-1-8]111:0-3-9.0-1-81. [16:0-4-0 0-3-0] 5-0-9 t3 3x6 — 31-0-0 2-0-9 4-5-7 1-0-0 Scale = 1:69.4 I42 LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.41 BC 0.71 WB 0.51 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.29 15-17 >999 240 Vert(CT) -0.78 15-17 >471 180 Horz(CT) 0.05 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 174 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-17,6-15: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1443/0-5-8, 13=1545/0-5-8 Max Horz 2=-201(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2-3=-2091/0, 3-4=-1758/0, 4-5=-1582/0, 5-6=-1775/90, 6-7=-1688/87, 7-8=-1488/0, 8-9=-1664/0, 9-10=-1673/0 BOT CHORD 2-18=-38/1628, 17-18=-38/1628, 17-26=0/978, 16-26=0/978, 16-27=0/978, 15-27=0/978, 14-15=0/1325 WEBS 3-17=-304/133, 5-17=-382/159, 6-17=-77/886, 6-15=-79/737, 7-15=-395/162, 9-14=-292/0, 10-14=0/1346, 10-13=-1405/68 Structural wood sheathing directly applied or 3-6-12 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 100.0Ib AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 WARNING - Verify erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Parcel A Tukwila K4758858 Cary Lang AO4A Common Girder 1 2 Job Reference (optional) Builder First Source, Arlington,WA 98223 11-0-9 5-5-7 1-0-0 5-5-7 n 2 yj1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:32 2018 Page 1 I D:TZa5PCUnFyXNprG IHu3H_Xyn5tu-Mr_vSG7LLuJDAHE_P2AG3gmwOZgUDORaNSgX0Bz6k19 10-6-0 14-6-10 116-0-0117-5-61 21-6-0 26-6-9 32-0-0 5-0-9 4-0-10 1-5-6 1-5-6 4-0-10 5-0-9 5-5-7 8.00 12 4x8 6 5x8 11 2x4 11 8 2x4 11 7 A 4x6 i . *1 3x6 4 4x12 i 3a_Lows 9 5x12 i 20 2x4 11 5-5-7 1-.-r 5-0 9 19 18 17 16 4x6 = 8x8 = 8x8 = 6x6 - 4x8 10 3x6 11 4x12 12 13 2122 23 24 25 t5 14 5x12 �� o 6x6 = 2x4 11 4010 2 10 12 .r 4010 5-0 9 4 10 15 Scale = 1:70.4 Plate Offsets (X Y)— [2:0-5-4.0-1-14]. [13:0-5-4.0-1-14]. [15:0-3-0.0-3-12]. [16:0-3-0.0-4-12]. [18:0-1-8.0-4-12]. [19:0-3-0.0-3-12] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TPI2014 CSI. TC 0.46 BC 0.86 WB 0.64 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.18 15-16 >999 240 Vert(CT) -0.30 15-16 >999 180 Horz(CT) 0.08 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 444 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 10-15,11-15,11-14,6-19,4-19,4-20: 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-9-9, Right 2x4 HF Stud 2-9-9 REACTIONS. (Ib/size) 2=3582/0-5-8, 13=5702/0-5-8 Max Harz 2=197(LC 7) Max Uplift2=-232(LC 8), 13=-320(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5796/361, 3-4=-5709/380, 4-5=-5506/392, 5-6=-5414/410, 6-7=-5253/456, 7-8=-5099/491, 8-9=-5772/550, 9-10=-5983/515, 10-11=-7443/523, 11-12=-8963/542, 12-13=-9116/521 BOT CHORD 2-20=-374/4714, 19-20=-374/4714, 18-19=-308/4508, 17-18=-233/4198, 16-17=-233/4198, 16-21=-327/6125, 15-21=-327/6125, 15-22=-382/7458, 22-23=-382/7458, 14-23=-382/7458, 14-24=-382/7458, 24-25=-382/7458, 13-25=-382/7458 WEBS 8-16=-525/5043, 10-16=-2478/195, 10-15=-93/2553, 11-15=-1638/131, 11-14=-11/1597, 8-18=-147/665, 6-18=-523/162, 6-19=-70/286, 4-19=-365/145 Structural wood sheathing directly applied or 3-10-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=232, 13=320. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 June 13,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, end 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 thus 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. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parc& A Tukwila K4758858 Cary Lang AO4A Common Girder 1 2 Job Reference (optional) Buildeys First Sourde, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:32 2018 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-Mr_vSG7LLuJDAHE_P2AG3gmwOZg UDORaNSgXOBz6k19 NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2851 Ib down and 359 Ib up at t7-4-15, 606 Ib down and 28 Ib up at 19-5-4 , 606 Ib down and 28 Ib up at 21-5-4, 606 Ib down and 28 Ib up at 23-5-4, 606 Ib down and 28 Ib up at 25-5-4, and 606 Ib down and 28 Ib up at 27-5-4, and 606 Ib down and 28 Ib up at 29-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-70, 8-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 16= -2851(B)15= -606(B)21= -606(B)22= -606(B)23= -606(B)24= -606(B)25= -606(B) A WARNING - Verify design parameters and READ NOTES ON 7741S AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758859 Cary Lang AO4B Roof Special Girder 1 2 Job Reference (optional) Buildetis First Source, Arlington,WA 98223 1-0-01 -0-0 5aa 10-6-0 5-7-7 4-10-9 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:34 2018 Page 1 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-IE6fty9btVZxQbONWSDk85sHSNM5hD3trmJe53z6k17 14-6-10 116-0-0117-5-61 21-6-0 24-1-6 28-2-6 32-0-0 1 4-0-10 1-5-6 1-5-6 4-0-10 2-7-6 4-1-0 3-9-10 2x4 11 5x8 2x4 11 6 111 d 3x6 �i 3x10 i 5 9 3x6 i 5x8 = 3.6 11 8x8 = 4 10 11 12 4x6 = 21 20 19 18 17 22 16 23 15 24 25 14 2x4 3x4 = 4x6 4x6 = 6x10 = 2x4 11 5-7-7 5-7-7 10-6-0 4-10-9 14-6-10 17-5-6 21-6-0 ( 24-1-6 28-2-6 2-7-6 4-1-0 4-0-10 2-10-12 4-0-10 32-0-0 27 13 4x12 = 3-9-10 Scale = 1:73.0 Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [11:0-3-0.0-1-8].[15:0-3-8.0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC20151TP12014 CSI. TC 0.40 BC 0.79 WB 0.95 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.19 16-17 >999 Vert(CT) -0.32 16-17 >999 Horz(CT) 0.07 13 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 505 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* 10-12: 2x6 DF No.2 2x6 DF No.2 2x4 HF Stud *Except* 12-13: 2x6 DF No.2, 5-19,6-19,7-19,7-17,8-17,9-17: 2x4 HF No.2 11-13: 2x4 DF No.2 REACTIONS. (Ib/size) 13=6563/Mechanical, 2=3802/0-5-8 Max Horz 2=244(LC 23) Max Upliftl3=-528(LC 9), 2=-294(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6239/489, 3-4=-5896/491, 4-5=-5801/520, 5-6=-5643/556, 6-7=-5491/601, 7-8=-6240/659, 8-9=-6459/647, 9-10=-7802/687, 10-11=-7086/586 BOT CHORD 2-21=-474/5049, 20-21=-474/5049, 19-20=-409/4826, 18-19=-368/4529, 17-18=-368/4529, 17-22=-566/6465, 16-22=-566/6465, 16-23=-615/7169, 15-23=-615/7169, 15-24=-352/4010, 24-25=-352/4010, 14-25=-352/4010, 14-26=-352/4010, 26-27=-352/4010, 13-27=-352/4010 WEBS 3-20=-379/142, 5-20=-79/299, 5-19=-517/169, 7-19=-161/658, 7-17=-629/5534, 9-17=-2365/224, 9-16=-154/2498, 10-16=-1565/110, 10-15=-3005/295, 11-15=-425/5073, 11-14=-63/1295, 11-13=-6942/568 Structural wood sheathing directly applied or 4-0-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-12. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. Continued on page 2 June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758859 Cary Lang A04B Roof Special Girder 1 2 Job Reference (optional) Builders First Sources, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:34 2018 Page 2 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-IE6fty9btVZxQbONWSDk85sHSNM5hD3trmJe53z6k17 NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=528, 2=294. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3322 Ib down and 418 Ib up at 17-4-15, 606 Ib down and 53 Ib up at 19-5-4 , 606 Ib down and 53 Ib up at 21-5-4, 606 Ib down and 53 Ib up at 23-5-4, 606 Ib down and 53 Ib up at 25-5-4, 606 Ib down and 53 Ib up at 27-5-4, and 606 Ib down and 53 Ib up at 29-5-4, and 611 Ib down and 48 Ib up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-70, 7-10=-70, 10-12=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 17=-3322(F) 16=-606(F) 22=-606(F) 23=-606(F) 24=-606(F) 25=-606(F) 26=-606(F) 27=-611(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -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 ANSIITPtI 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 Parcel A Tukwila K4758860 Cary Lang A05 Common 7 1 Job Reference (optional) Builders First Source, Arlington,WA 98223 11 -o -q 5-5-7 1-0-0 5-5-7 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:34 2018 Page 1 ID:TZasPCUnFyXNp GIHu3H_Xyn5tu-IE6fty9btVZxQbONWSDk85sIkNSEhKKtrmJe53z6k17 10-6-0 16-0-0 5-0-9 5-6-0 1-3-6 4x6 H 3x4 11 6 7 5-5-7 10-6-0 5-5-7 5-0-9 16-0-0 17-3-61 1-3-6 5-6-0 Scale = 1:67.6 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8) LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.38 BC 0.39 WB 0.49 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.11 8-9 >999 240 Vert(CT) -0.17 8-9 >999 180 Horz(CT) 0.01 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 102 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-10,3-9,5-9: 2x4 HF Stud REACTIONS. (Ib/size) 2=816/0-5-8, 8=724/Mechanical Max Horz 2=290(LC 5) Max Uplift2=-19(LC 8), 8=-84(LC 8) Max Gray 2=816(LC 1), 8=807(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1023/9, 3-4=-647/6, 4-5=-502/36, 5-6=-652/160 BOT CHORD 2-10=-92/795, 9-10=-92/795 WEBS 6-8=-755/149, 3-9=-384/91, 5-9=-392/157, 6-9=-176/853 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. leg-1T MiTek* 250 Klug Circle Corona, CA 92880 Job Cary Lang Truss A06 Truss Type COMMON Qty 3 Ply 1 Parcel A Tukwila K4758861 Job Reference (optional) nnu iywn, 11-0-9 5-5-7 1-0-0 5-5-7 10-6-0 3x6 5-0-9 3x6 1 8.00 12 2x4 11 16-0-0 5-6-0 1 4x6 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:35 2018 Page 1 ID TZasPCUnFyXNprGIHu3H_Xynstu-mQg151ADepho11zZ4AkzhIOS?njCQo?04P2BdWz6k16 21-6-0 1 26-6-9 32-0-0 1 5-6-0 5-0-9 5-5-7 2x4 11 Plate Offsets (X.Y)-- 3x6 = 5-5-7 5-5-7 15 2x4 11 10-6-0 14 4x8 = [2:0-3-9.0-1-8]. [10:0-3-9 0-1-8] 5-0-9 1 16 13 17 5x8 WB = 21-6-0 12 4x8 = 11-0-0 1 11 2x4 11 26-6-9 32-0-0 3x6 = 5-0-9 5-5-7 Scale = 1:68.8 LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.41 BC 0.73 WB 0.40 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.52 12-14 >737 240 Vert(CT) -0.80 12-14 >475 180 Horz(CT) 0.06 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 157 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-14,6-12: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1448/0-5-8, 10=1359/Mechanical Max Horz 2=197(LC 7) Max Uplift2=-42(LC 8), 10=-27(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2109/53, 3-4=-1750/36, 4-5=-1587/66, 5-6=-1779/190, 6-7=-1790/192, 7-8=-1599/68, 8-9=-1762/38, 9-10=-2144/59 BOT CHORD 2-15=-106/1700, 14-15=-106/1700, 14-16=0/1047, 13-16=0/1047, 13-17=0/1047, 12-17=0/1047, 11-12=0/1683, 10-11=0/1683 WEBS 3-14=-330/104, 5-14=-383/158, 6-14=-142/943, 6-12=-143/962, 7-12=-380/157, 9-12=-369/109 Structural wood sheathing.directly applied or 3-5-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r• MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758862 Cary Lang A07 GABLE 1 1 Job Reference (optional) Builders First Source, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:36 2018 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-EcEPIeArP6pffvYldtFCDWxgjB7R9JmAl3o19yz6k15 15-3-0 1g-0- 19-6-0 28-0-0 32-0-0 15-3-0 o-9 3-6-0 8-6-0 4-0-0 8 3x6 �i 7 5 .,I 3x6 3x6 12 11 3x6 = 14 10 15 18 20 8.00 112 5x8 = 22 23 24 3x6 = 26 34 33 32 31 30 29 28 273x6 = 5x8 = 15-6-0 23-9-0 25 3x8 = 32-0-0 3x6 15-6-0 8-3-0 8-3-0 Scale = 1:72.0 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8]. [6:0-0-4.Edge]. [12:0-3-0.Edgej. [22:0-3-9.Edge]. [24:0-3-9.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) 1/deb Vert(LL) -0.08 25-27 >999 Vert(CT) -0.16 24-25 >999 Horz(CT) -0.02 27 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 15-6-0 except (jt=length) 24=0-5-8. (Ib) - Max Horz 24=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-133(LC 17) Max Gray All reactions 250 Ib or Tess at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except24=634(LC 1), 27=1132(LC 1), 27=1132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 22-23=-634/56, 23-24=-874/40, 13-27=-1032/213, 13-16=-977/219, 16-17=-909/199, 17-19=-777/165,19-21=-685/131,21-22=-635/111 BOT CHORD 26-27=-79/752, 25-26=-79/752, 24-25=-98/718 WEBS 22-25=-9/436, 23-25=-258/100, 17-25=-307/77, 11-27=-255/0 Structural wood sheathing -directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 211 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except (jt=1b) 28=133. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 13,2018 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 Cary Lang Truss 801 Truss Type GABLE Qty 1 Ply 1 Parcel A Tukwila K4758863 Job Reference (optional) r1-0-01 1-0-0 5-11-7 5-11-7 11-6-0 5x8 = 5-6-9 4x4 5 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:37 2018 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-ipcn WzBTAQxW H27yBbmRmjUk5aTEuIsJXjXlioz6k14 14-6-8 23-0-0 F4-0-01 3-0-8 8-5-8 1-0-0 3x6 % 8.00 12 4.00 Eli - 7 -6-0 18 7. 5x8 = rem 1L 14-6-8 10 11 12 17 16 5x12 = 15 7-6-0 7-0-8 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-0-13.Edgej. [3:0-3-9 Edgej. [12:0-3-9.0-1-8]. [17:0-4-12.0-2-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015rrPI2014 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) 23-0-0 8-5-8 3x6 = 14 131 Scale = 1:53.0 DEFL. in (loc) I/deft Vert(LL) -0.11 2-18 >999 Vert(CT) -0.23 2-18 >743 Horz(CT) 0.07 17 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS WEDGE Right: 2x4 SP No.3 2x4 HF No.2 *Except* 3-17: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 8-0-0 except (jt=length) 2=0-5-8, 17=0-5-8, 17=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 15, 14, 17 except 16=-145(LC 19) Max Gray All reactions 250 Ib or less at joint(s) 12, 15 except 2=648(LC 1), 14=283(LC 1), 17=1022(LC 1), 17=1022(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1109/0, 3-4=-1032/115, 4-6=-1198/134, 6-17=-1286/148 BOT CHORD 2-18=-26/907, 17-18=-27/880 WEBS 4-5=-300/34, 3-18=0/683 Structural wood sheathing directly applied or 4-2-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.66 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 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) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 15, 14, 17 except (jt=1b) 16=145. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 13,2018 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/1711 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MIII^ MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Cary Lang 802 Truss Type MONOPITCH GIRDER Qty 1 Ply 4 4 Parcel A Tukwila 1(4758864 Job Reference (optional) 4-3-7 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:37 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-ipcn WzBTAQxWH27yBbmRmjUuzaXVujdJXjXIioz6k14 8-5-8 4-3-7 4-2-1 2x4 11 3 4-3-7 4-3-7 1 8-5-8 4-2-1 I0 a Scale = 1:36.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.23 WB 0.33 (Matrix) DEFL. in (loc) Vert(LL) -0.01 5 Vert(CT) -0.02 5 Horz(CT) 0.00 4 1/deft >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 HF No.2 2x8 DF No.2 2x4 HF Stud *Except* 3-4: 2x6 DF No.2 (lb/size) 1=2405/0-5-8, 4=8861/0-3-8 Max Horz 1=145(LC 5) Max Upliftl=-55(LC 8), 4=-640(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2955/67 BOT CHORD 1-6=-96/2406, 5-6=-96/2406, 5-7=-96/2406, 4-7=-96/2406 WEBS 2-5=-40/2974, 2-4=-2933/152 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ USP WS6 or Simpson SDS 1/4"x6" screws at 2 -rows at 2-0-0 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) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=640. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-12, 1343 Ib down and 43 Ib up at 4-0-12, and 1343 Ib down and 43 Ib up at 6-0-12, and 6549 Ib down and 542 Ib up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 June 13,2018 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/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. IMWM M11* MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758864 Cary Lang B02 MONOPITCH GIRDER 1 4 Job Reference (optional) Buildars First Sourte, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Concentrated Loads (Ib) Vert: 4=-6549(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:37 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-ipon WzBTAQxW H27yBbmRmjUuzaXVujdJXjXliQz6k14 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent 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. IM Mi' MiTek' 250 Klug Circle Corona, CA 92880 Job Cary Lang Truss 603 Truss Type SCISSORS Qty 7 Ply 1 Parcel A Tukwila K4758865 Job Reference (optional) Ing on, 0 co 5-9-7 5-9-7 8.00 12 2x4 2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:38 2018 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-B?LAjJC5xk3NuCh811HgJx0yC_mOdA5TmNHrEgz6k 13 11-4-0 14-8-0 5-6-9 3-4-0 4x6 11 i� 6 5x8 0 3x6 4.00 12 7-4-0 14-8-0 3x4 11 4 5 3x4 7-4-0 7-4-0 or Scale = 1:49.4 Plate Offsets (X Y)-- [1:0-1-0.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015fTP12014 CSI. TC 0.48 BC 0.66 WB 0.38 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.20 1-6 >866 240 Vert(CT) -0.37 1-6 >466 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-5: 2x4 HF No.2 REACTIONS. (Ib/size) 1=622/Mechanical, 5=622/Mechanical Max Horz 1=190(LC 5) Max Upliftl=-12(LC 8), 5=-37(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1394/137, 2-3=-1113/137 BOT CHORD 1-6=-172/1168, 5-6=-65/257 WEBS 2-6=-369/166, 3-6=-108/1007, 3-5=-567/56 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-5 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 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) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 buss 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 ANSUlPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi• MiTek' 250 Klug Circle Corona, CA 92880 Job I Truss Truss Type Qty Ply Parcel A Tukwila K4758866 Cary Lang C01 GABLE 1 1 Job Reference (optional) Builders First Sainte, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:39 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-fBvYwfDkhl BEWMGKJOovr8ZDYOGeMiVc_10PmHz6k12 -1-0-0 8-3-0 16-6-0 117-6-0 I 1-0-0 8-3-0 8-3-0 1-0-0 3x6 = 3x6 i il. 3x6 04 5 9 Allid 8.00 10 11 1111166. w 12 r - Y r Y Y Y Y ` 13 Io 8 3x6 = 21 Scale = 1:35.4 20 19 18 16-6-0 17 16 15 14 3x6 = 16-6-0 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8]. [7:0-3-0.Edge]. [12:0-3-9.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.05 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) 0.00 13 n/r 180 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 16-6-0. (lb) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 17, 19, 20, 21, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 16, 15, 14. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111* MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758867 Cary Lang CO2 Common 3 1 Job Reference (optional) Builders First Source, Arlington,WA 98223 -1-0-0 1-0-0 4-0-0 4-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:39 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-fBvYwfDkhl BEWMGKJOovr8ZB7O9AMggc_10PmHz6k12 8-3-0 12-6-0 1 16-6-0 117-6-0 4-3-0 4-3-0 4-0-0 1-0-0 4x4 = 4 3x8 8-3-0 16-6-0 8-3-0 8-3-0 Scale = 1:36.6 Plate Offsets (X,Y)— [2:0-3-9,0-1-8],[6:0-3-9,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.21 BC 0.47 WB 0.15 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.08 2-8 >999 240 Vert(CT) -0.15 2-8 >999 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=776/0-5-8, 6=776/0-5-8 Max Horz 2=-109(LC 6) Max Uplift2=-28(LC 8), 6=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/46, 3-4=-714/48, 4-5=-714/48, 5-6=-955/47 BOT CHORD 2-8=-49/740, 6-8=0/740 WEBS 4-8=0/418, 5-8=-262/107, 3-8=-261/106 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 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 Cary Lang Truss D01 Truss Type Scissor Supported Gable Qty 1 Ply 1 Parcel A Tukwila K4758868 Job Reference (optional) , Arlington, 1 -1-0-0 1 1-0-0 7-6-0 7-6-0 4x4 7.640 s Aug 16 2017 MiTex Industries, Inc. Wed Jun 13 09:07:40 2018 Page 1 ID:TZasPCUnFyXNprG Hu3H_Xyn5tu-7NTw8?EMSLJ58WrWsjK8OM6OCobZ5911Dhmyljz6k11 15-0-0 16-0-0 7-6-0 1-0-0 Scale = 1:33.4 9 la 4.00 12 7-6-0 7-6-0 15-0-0 Plate Offsets (X Y)-- [2:0-0-13 Edge]. [8:0-0-13.Edge] 7-6-0 3x6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) l/defl Lid Vert(LL) -0.00 9 n/r 180 Vert(CT) -0.00 8 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 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. REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 ANSUTPII 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 Parcel A Tukwila K4758869 Cary Lang F01 Scissor Supported Gable 1 1 Job Reference (optional) Buildgrs First Souace, Arlington,WA 98223 -1-0-0 1-0-0 6-3-0 6-3-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:40 2018 Page 1 I D:TZa5PCUnFyXNprGI Hu3H_Xyn5tu-7NTw8?EMSLJ58WrW sjK8OM6Mhoby59XIDhmyljz6k11 12-6-0 13-6-0 6-3-0 1-0-0 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.6 Plate Offsets (X Y)— [2:0-0-13 Edge] [6:0-0-13 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=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 Incl YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.12 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 7 n/r 180 Vert(CT) -0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-6-0. (Ib) - Max Horz 2=-86(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) 2, 9, 6 except 10=358(LC 1), 8=358(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-289/123, 5-8=-289/122 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 bradng 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 Parcel A Tukwila K4758870 Cary Lang F02 Scissor 1 1 Job Reference (optional) Builders First Source, Arlington,WA 98223 -1-0-0 1 1-0-0 6-3-0 6-3-0 1 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:41 2018 Page 1 ID:TZasPCUnFyXNprGIH u3H_Xyn5tu-ba 1 I LLE_DfSylgQjQRrNwZeN9Cr3gZYvSLVWr9z6k10 12-6-0 13-6-0 6-3-0 1-0-0 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.4 M Plate Offsets (X Y)— [2:0-0-13 Edge]. [4:0-0-13.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina* YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.10 4-6 >999 240 Vert(CT) -0.18 4-6 >793 180 Horz(CT) 0.06 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift2=-25(LC 8), 4=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/0, 3-4=-914/0 BOT CHORD 2-6=0/709, 4-6=0/709 WEBS 3-6=0/537 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tmss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek' 250 Klug Circle Corona, CA 92880 Job I Truss Truss Type Qty Ply Parcel Tukwila K4758871 Cary Lang F03 Scissor 1 1 Job Reference (optional) Buildgrs First Source, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:41 2018 Page 1 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-ba-tILLE_DfSyIgQjQRrNwZeMwCr3gZVvSLVWr9z6k10 -1-0-0 6-3-0 � 12-6-0 1-0-0 6-3-0 6-3-0 4x4 = 3 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.0 Plate Offsets (X,Y)-- [2:0-0-13.Edge]. [4:0-0-13.Edgej LOADING (psf) TCLL 25.0 (Roof Snow=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 [nor YES Code IBC2015/TP12014 CSI. TC 0.96 BC 0.45 WB 0.21 (Matrix) DEFL. in (loc) l/defl L/d Vert(LL) -0.10 4-5 >999 240 Vert(CT) -0.18 4-5 >792 180 Horz(CT) 0.06 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=513/0-5-8, 2=608/0-5-8 Max Horz 2=82(LC 7) Max Uplift4=-9(LC 9), 2=-25(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-928/0, 3-4=-923/7 BOT CHORD 2-5=0/721, 4-5=0/721 WEBS 3-5=0/545 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 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) Bearing at joint(s) 4, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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. MII • MiTek* 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758872 Cary Lang F04 Common Girder 1 2 Job Reference (optional) Builders First Source, Adington,WA 98223 7.640 s Aug 16 2017 MITek Industries, Inc. Wed Jun 13 09:07:42 2018 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3mbgZhFcyapNq?v_8McTnBX_b8WZs_2h?F3Ncz6k1? -1-0-0 6-3-0 12-6-0 1-0-0 6-3-0 6-3-0 4x6 1I 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.94 BC 0.62 WB 0.89 (Matrix) DEFL. in (loc) l/defl Ud Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% LUMBER- • TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=4944/0-5-8, 2=3906/0-5-8 Max Horz 2=81(LC 7) Max Uplift4=-111(LC 9), 2=-104(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4661/117, 3-4=-4656/115 BOT CHORD 2-6=-4913760, 6-7=-49/3760, 5-7=-49/3760, 5-8=-49/3760, 8-9=-49/3760, 4-9=49/3760 WEBS 3-5=-40/4750 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) except (jt=1b) 4=111, 2=104. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1287 Ib down and 37 Ib up at 2-0-12, 1287 Ib down and 37 Ib up at 4-0-12, 1287 Ib down and 37 Ib up at 6-0-12, 1287 Ib down and 37 Ib up at 8-0-12, and 1287 b down and 37 Ib up at 10-0-12, and 1293 Ib down and 31 Ib up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and 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. Mi• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758872 Cary Lang F04 Common Girder 1 2 Job Reference (optional) Buildgrs First Source, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 4=-1293(B) 5=-1287(B) 6=-1287(B) 7=-1287(B) 8=-1287(B) 9=-1287(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:42 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3mbgZhFcyapNq?v_8McTnBX_b8WZs_2h?F3Ncz6k1? 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/T1.11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek' 250 Klug Circle Corona, CA 92880 Job Cary Lang Truss G01 Truss Type Common SupportedK4758873 Gable Qty 1 Ply 1 Parcel A Tukwila Job Reference (optional) Builders First Source, -1-0-0 Arlington,WA 98223 1-0-0 4.00 12 11 6-0-0 6-0-0 2x4 I I 3 1 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:43 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Xy93m1GEIGif?za5Yrtr?_kuR?czIWECvf_cv2z6k1_ 12-0-0 13-0-0 6-0-0 1-0-0 2x4 1 I 5 A 12 , A :�z�_�A A A, A z�AzA_.zzz.A.z.: A. A A A\ A. \•A \ A. AA :z:�z��_��-�z�_�z�z�_�z�z�z� 3x6 - 10 2x4 1I 9 2x4 1I 12-0-0 2x4 1 I 3x6 -=- 12-0-0 12-0-0 Scale = 1:23.0 1'1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-28(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-306/74, 5-8=-306/74 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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/1711 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 Parcel A Tukwila K4758874 Cary Lang G02 Common 1 1 Job Reference (optional) uuae rs rtrst Soufce, -1-0-0 1-0-0 u> 4 rlington,WA 98223 3x6 = 4.00 12 6-0-0 6-0-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:43 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Xy93m1GEIGif?za5Yrtr?_kkA?YOIVgCvf cv2z6k1_ 12-0-0 13-0-0 6-0-0 1-0-0 6-0-0 2x4 11 6-0-0 12-0-0 6-0-0 Scale = 1:23.0 3x6 = N I6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.33 WB 0.09 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 4-6 >999 240 Vert(CT) -0.08 4-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-803/0, 3-7=-747/2, 3-8=-747/0, 4-8=-803/0 BOT CHORD 2-6=0/705, 4-6=0/705 WEBS 3-6=0/255 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For generall guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfFPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M'• MiTek' 250 Klug Circle Corona, CA 92880 1 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758875 Cary Lang H01 Common Structural Gable 1 1 Job Reference (optional) Builders First Source, 0- Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:44 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-?9jR_NHsW agWc7915ZO4YCGOrPxQ1 zVL8JkAQUz6kOz 4-2-0 � 8-4-0 I 9-4-0 I 4-2-0 4-2-0 1-0-0 454 = 3 4-2-0 8-4-0 4-2-0 4-2-0 Scale = 1:21.6 I0 - LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.28 BC 0.15 WB 0.06 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-21(LC 8), 4=-21(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-380/11, 3-4=-380/11 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf,, h=25ft; Cat. 0; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 indNidual 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/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. Mit MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758876 Cary Lang H02 Common 1 1 Job Reference (optional) Builders First Soufce, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:44 2018 Page I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-?9jR_NHsWagWc7915ZO4YCGOrPxQ1 zVL8JkAQUz6kOz 4-2-0 1 8-4-0 9-4-0 4-2-0 4-2-0 1-0-0 454 = 3 4-2-0 8-4-0 4-2-0 4-2-0 Scale = 1:21.4 Id LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015fTP12014 CSI. TC 0.28 BC 0.15 WB 0.06 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-21(LC 8), 4=-21(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-380/11, 3-4=-380/11 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 Crlterla, 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 Cary Lang Truss H03 Truss Type Common Qty 2 Ply 1 Parcel A Tukwila K4758877 Job Reference (optional) • on, -1-0-0 1-0-0 1 4-2-0 4-2-0 3-5-8 7.640 s Aug 16 2017 MiTel: Industries, Inc. Wed Jun 13 09:07:45 2018 Page I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-TLGpBjHUHtyNEHkUfGvJ5PpCtpHdmQ?VNzTjzwz6k0y 7-7-8 4x4 = 4-2-0 4-2-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.15 WB 0.05 (Matrix) 7-7-8 3-5-8 O O Scale = 1:21.4 DEFL. in (loc) 1/dell L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.03 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud *Except* 4-5: 2x6 DF No.2 (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 7) Max Uplift2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For generall guidance regarding the fabrication, storage, delivery, erection and bracing Qf 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. M1[* MiT®k' 250 Klug Circle Corona, CA 92880 Job Cary Lang Truss HRK . _,._ _. ,. Truss Type RAFTER Qty 1 Ply 1 Parcel A Tukwila K4758878 Job Reference (optional) -1-8-0 1-8-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:45 2018 Page 1 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-TLGpBjHU HtyNEHkUfGvJ5Pp66pJzmQiVNzTjzwz6k0y 4-9-15 4-9-15 4-9-15 4-9-15 Ig Scale = 1:17.7 LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TPI2014 CSI. TC 0.63 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.13 2-3 >468 240 Vert(CT) -0.18 2-3 >348 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 9 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 2-2: 2x4 HF Stud REACTIONS. (Ib/size) 3=172/Mechanical, 2=278/0-4-9 Max Horz 2=82(LC 10) Max Uplift3=-65(LC 10), 2=-48(LC 10) Max Gray 3=203(LC 16), 2=287(LC 16) 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 4-9-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 49 Ib up at 2-9-8, and 56 Ib down and 34 Ib up at 2-9-8 on top 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70 June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 101032015 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 Parcel A Tukwila K4758879 Cary Lang J01 Jack -Open 1 1 Job Reference (optional) Build yrs First Source, Arlington,WA 98223 -1-0-0 1-0-0 1-11-11 1-11-11 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:46 2018 Page ID:T2asPCUnFyXNprGIHu3H_Xyn5tu-yXgBP2172B4EsRJgD_RYddMOFDdfVtxebdDHVNz6k0x 1 3-5-8 1-5-13 1-10-15 1-10-15 1-10-11 0-0j2 3-5-8 1-5-13 m d Scale = 1:12.3 Plate Offsets (X.Y)— [2:0-1-11.0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.15 BC 0.16 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 REACTIONS. (Ib/size) 3=74/Mechanical, 2=194/0-3-8, 4=26/Mechanical Max Horz 2=51(LC 8) Max Uplift3=-42(LC 8), 2=-5(LC 8) Max Gray 3=74(LC 1), 2=226(LC 14), 4=58(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 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 Ib down and 41 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. 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-39(F) June 13,2018 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. rill 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758880 Cary Lang J02 JACK 4 1 Job Reference (optional) Builders First Sot4ce, Arlington,WA 98223 -1-0-0 1-0-0 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:46 2018 Page 1 I D:TZasPC U n FyXN prG I Hu3 H_Xyn 5tu-yXq BP2172B4 EsRJgD_RYdd MOvDdoVtxebd D H V Nz6k0x 3-5-8 3-5-8 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X.Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.18 BC 0.15 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d 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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=94/Mechanical, 2=239/0-5-8, 4=25/Mechanical Max Horz 2=79(LC 8) Max Uplift3=-44(LC 8), 2=-5(LC 8) Max Gray 3=94(LC 1), 2=239(LC 1), 4=57(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 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 Cary Lang Truss J03 Truss Type JACK Qty 11 Ply 1 Parcel A Tukwila K4758881 Job Reference (optional) Plate Offsets (X,Y)-- [2:0-1-11,0-2-3j -1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:46 2018 Page 1 I D:TZasPCUnFyXNprGIHu3H_XynStu-yXg8P2172B4EsRJgD_RYddMOdDfPVtxebdDHVNz6k0x 1-11-8 1-0-0 1-11-8 1-11-8 1-11-8 1 Scale = 1:12.4 LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015fTP12014 CSI. TC 0.13 BC 0.05 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 REACTIONS. (Ib/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-10(LC 8), 3=-22(LC 8) Max Gray 2=194(LC 14), 4=34(LC 3), 3=47(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8011-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758882 Cary Lang J04 GABLE 1 1 Job Reference (optional) Builders First Sotyce, Arlington,WA 98223 1 -1-0-0 1-0-0 air 8.00 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:47 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-QiOZcOJIpVC5TbttnhynAquaXc_pEKmgHyglpz6k0w 3-5-8 3-5-8 2x4 II 3 2x4 11 4 • 5 3x4 = 7 6 2x4 11 2x4 11 Scale = 1:17.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.04 WB 0.02 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 3-5-8. (Ib) - Max Horz 2=69(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or Tess at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 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 M7ek10 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. MI1 MiTek' 250 Klug Circle Corona, CA 92880 Job Cary Lang Truss SO1 Truss Type Jack -Open Qty 1 Ply 1 Parcel A Tukwila K4758883 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:47 2018 Page 1 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-QkOZcOJIpVC5TbttnhynAquaNc_aEKBngHyglpz6kOw 1-11-1 1-11-111--11-05 3x4 = 1-11-11 1-11-11 3 2 -05 0-6�-5 162 Scale = 1:11.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20157TP12014 CSI. TC 0.07 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 1-3 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 1=84/Mechanical, 3=16/Mechanical, 2=68/Mechanical Max Horz 1=38(LC 8) Max Uplift2=-28(LC 8) Max Gray 1=84(LC 1), 3=36(LC 3), 2=68(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. June 13,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r. Mie MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Parcel A Tukwila K4758884 Cary Lang X01 FLAT GIRDER 1 2 Job Reference (optional) Builders First Source, Arlington,WA 98223 4-6-13 4-6-13 4x8 = 1 2x4 I I 2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:48 2018 Page 1 ID:T2asPCUnFyXNprG IHu3H_Xyn5tu-uwyypkKNaoKy51S3KPT0i2RgY0DfzjAx3xiNaFz6k0v 9-11-8 14-7-14 5-4-11 4-8-6 CFZI 3x4 = 3 ERI l3 6x6 = 4 11 12 13 0 9 8x8 = 3x6 1I 1 4-6-13 14 15 16 9-11-8 178 6x6 = 18 14-7-14 1976 3x6 I I 4-6-13 5-4-11 4-8-6 Scale = 1:58.0 Plate Offsets (X.Y)-- [8:0-2-0.0-4-0] LOADING (psf) TCLL 25.0 (Roof Snow=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 IBC2015/TP12014 CSI. TC 0.42 BC 0.45 WB 0.27 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.05 8-9 >999 240 Vert(CT) -0.08 8-9 >999 180 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 10=2867/Mechanical, 7=3338/Mechanical Max Upliftl0=-343(LC 4), 7=-402(LC 5) BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-10, 4-7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-2479/311, 1-2=-1087/131, 2-3=-1087/131, 3-4=-1097/133, 4-7=-2513/316 BOT CHORD 9-14=-133/1097, 14-15=-133/1097, 15-16=-133/1097, 16-17=-133/1097, 8-17=-133/1097 WEBS 1-9=-311/2586, 2-9=-362/90, 3-8=-355/97, 4-8=-315/2606 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp 0; Fully Exp.; Ct= 1 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=343, 7=402. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 708 Ib down and 100 Ib up at 1-10-12, 708 Ib down and 100 Ib up at 3-10-12, 708 Ib down and 100 Ib up at 5-10-12, 708 Ib down and 100 Ib up at 7-10-12, 708 Ib down and 100 Ib up at 9-10-12, and 708 Ib down and 100 Ib up at 11-10-12, and 710 Ib down and 99 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 June 13,2018 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 Parcel A Tukwila K4758884 Cary Lang X01 FLAT GIRDER 1 2 Job Reference (optional) Build frs Fil..t Sosrce, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 6-10=-16 Concentrated Loads (Ib) Vert: 8=-708(B) 11=-708(B) 13=-708(B) 14=-708(B) 16=-708(B) 18=-708(B) 19=-710(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Jun 13 09:07:48 2018 Page 2 ID:TZasPCUnFyXNprG IHu3H_Xyn5tu- uwyypkKNaoKy51S3KPT0i2RgY0DfzjAx3xiNaFz6k0v AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi'' MiTek` 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, 1 /4 offsets are indicated. y Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracin 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 I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately tely braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or Tess, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with g ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 ��MDimensions I are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. :b„. �� 0" 16 TOP CHORD c1-2 C2-3 1 Li 1 0,11 02 Q� 4 p 0 - ■_� For 4 x 2 orientation, locate plates 0- 1h8' from outside edge of truss. This symbol indicates the O ►'- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. ©2012 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING 41111. location x ir 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 but 0 reaction section indicates joint 11111 MiTek Engineering Reference Sheet: ®6 e MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. 1.-71.-7-41 ► Industry Standards: ANSITTPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB=89: Design Standard for Bracing. BCS4: BuildingComponent SafetyInformation, P 4 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0, O O 0 0 N • 0 0) • 0 0 N 0 Q 5-03-06 0 -- 0 LAYOUT 24" O.C. r +- 7 ; 1 71'• TI MUS26 o: l0I W,. 00 MUS2 I - MUS26 00 • rr r4 1 Co Of• 0 CA Of" OD '.. 0 N • - 000 m 10 \ _ ... _ O O* N • O O MUS26 MUS26 MUS26 Flo 0 0 O 0 O cn 0 0 • O O OD , .O 0 • 0 36-00-00 30-08-10 13-05-08 00 -$ - 00 N N r' ----r!"-- -rte--r---r=.- r? - e. clr C7° c cIV IN1 : c. CD', 00 I+ 00 011. 001 ? 00 0'O 015 00 J02' '4 - J01' 0 CO O I o !i 3 W \ -:.a - - .t rt- Z LUS26 00 GIt- Vl ▪ C. ea co N�„ N N N N N 0 `LUS26 m- Sm ▪ W A -01 -N1A HGUS28-2 ▪ w 0 2 -, o 3 .CD • LUS26 N r 4� ▪ LUS26 • X LUS26 LUS26 LUS26 • 71 o, HUS28 N HUS28 HUS28 I I I00 D,. = cCCCC: Z, cn cn CO; cn Cn C)I > N NI N NI a) CA 001 O0. O)'' m /Z/�� NNI 7/ Y/ II rn 7I Z CS) 40,n.) w l'•3 ED D'' 0,000')o co -< 73 0 2 m t N m > C o o o - „, 0 co 00000 mm � v! 446 A01 4-00-00 A03(5) A06(3) A07 CO2(3) 00 00 a� N 1 C01 cb rn 0 3-06-00 00 16-06-00 T � , 32-00-00 11 JCn(1)0)CK -. ' C/) x N O 0 0 0 0 Cn CfiX • 0 = = = C) < 1:1 W CD 0 CD O O Kr222-um�cA- xxm CCC 0 0 3 rn n N No rt Q r n • N W—, N p cn co 0 .� N Cn ZO 15-06-00 O 0) N O O O O 0 0 V 0 0 0 O 0 0 0 O Builders /�" d / FirstSource r JBUILDER: Cary lang const. PROJECT : lot 3 a Tukwila ADDRESS : 34th ave s, Tukwilla, WA 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DATE - SCALE: 12/03/18 08:24:08 LL DRAWN BY : JOB #: 81806119 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 City of Tukwila Department of Community Development December 28, 2018 CARY LANG 2981524 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D I8-0381 LOT #2 BURN HOUSE - 14211 34 AVE 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: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Building appears to exceed maximum height of 30' for Low Density Residential (LDR) district, per TMC 18.10.060. Building heights for structures with pitched roofs are measured from the Average Finished Grade to the Mid Point of Pitch of roof. Building height not to exceed 30'. Resubmit plans to show building height using above calculations and revise building height if necessary. 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. Jazzel Salzar Permit Technician File No. D18-0381 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COF( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0381 DATE: 04/26/19 PROJECT NAME: LOT #2 BURN HOUSE SITE ADDRESS: 14211 34TH AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMEN S: KF /qt Public Works Building Division Public Works 4)(/ 4\1Y9 Fire Prevention Structural INA97 NPr lei Planning Division Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 04/30/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 05/28/19 Approved with Conditions n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 9ERMITCOORDCOPY c PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0381 DATE: 01/03/19 PROJECT NAME: LOT #2 BURN HOUSE SITE ADDRESS: 14211 34 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works Fire Prevention Structural ISD AP 100 Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 01/08/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/05/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW D Staff Initials: 12/18/2013 PERMIT COORD COPP PLAN REVIEW/ROUTING SLIF PERMIT NUMBER: D18-0381 DATE: 12/5/18 PROJECT NAME: LOT #2 BURN HOUSE SITE ADDRESS: 14211 34 AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Iss: �d Revision # after Permit Issu 1 DEPARTMENTS: k - Arc t2 -t Ke Building Division r I -DtA PtJ(, Public Works 1 wC 12,462-18 Fire Prevention Ili Structural Nkat b Com R P--tO-i Planning Divis )n Permit Coordit',tor PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/01 /18 Structural Review Required n REVIEWER'S INITIALS: DATE: 114 APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 1/03,19 ❑ Approved with Conditions n nDenied n (corrections entered in Reviews) (ie: Zoning Issues) Notation: is REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: \z--18-IB y+ Departments issued corrections: Bldg ❑ Fire ❑ Pingp , PW ❑ Staff Initials: J 12/18/2013 PROJECT NAME: SITE ADDRESS: `lk rL/1 tkm WV) PERMIT NOP 1/O6 ORIGINAL ISSUE DATE: 6C1 11 REVISION LOG REVISION NO. DATE RECEIVED STAFF ILS ISSUED DATE STAFF INITI S 5'13`17 setuormicfiwow . t VVviiiinicii 4r, Received by: 7)ta, 6n, Grcc � are, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.2ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Le/6. fig Plan Check/Permit Number: pig 03 @( ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # g] Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: /`f7 --II 31- S v_f Contact Person: C� Summary of Revision: Phone Number: 2o6^2356- S R L pc.tc.e does K 14,or 4AA 'Ct clje q k,c �—t V�P ri+i Ict'�0 v) W ax oid d l ce v- UP nrT C -Fct n c (c "-6-6 2 0 3 dm P 4-6 )~erred . ssu e . RECEIVED CITY OF TUK APR 2 6-2019 PERMIT CEN 1 EH Sheet Number(s): "Cloud" or highlight all areas of revision including to of evisiof Received at the City of Tukwila Permit Center by: Vt� ❑ Entered in TRAKiT on (11/1(5 W:\Permit CenterlYemplates\Forms\Revision Submittal Form doe Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: t 73 /�' Plan Check/Permit Number: `--C)(g — C53 ❑ Response to Incomplete Letter # R Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Ler 23(-1cZN —)s� Project Address: i 1-12(l 31- K 4 - S Contact Person: 'C1 Summary of Revision: 4,9f7 /&N t G C_ cc- c j;› Phone Number: 2-66 `e7 3 SaCS �e4S— PCZ Pt Fovj-E-� JIq 5 Gv9€—cGz'-,\2�i`'LHV T s RECEIVED CITY OF TUKWILA JAN 0 3 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: CA-- Entered in TRAKiT on -3-�I W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 e ( Depa ent of Cornnrunity Development 63enter Boulevard. Suite #100 T ashingtor.98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): S 1cufc ID SS3-7Q0--oil(,, 1i/2-/ — / 1/2/? - Owner Information Agent/Contact Person Name: C �} '`� Co� �•`'� Address: 't 8 / 2.4Le >e4r4( ;Name: Address: Phone: 2,06—v2. Phone: This certificate is for the purposes of 1_.1/ Residential Building Permit . 0 Preliminary Plat ❑ Rezone C❑ Commercial/Industrial Building Permit Estimated number of service connections and water meter size(s): 3 YhAtt.'3 Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): WATER DISTRICT 125 it. Short Subdivision Other Owner/Agent Signature Date Part B: To be completed by water utility district 1. The proposed project is within T / K3 .1G (City/County) 2. No improvements required. (( 3. ,The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a residual for a duration of 2 hours at a velocity of 1 • fps as documented by the attached calcul flow of 8co ;pm at 20 psi ations. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERIJ1I T CENTER 5. Water availability: AAcceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. 1 hereby certify that the above information is true and correct. R cc -x4 tom- *12.5 b\1I -Ley Agency/Phone By 2 —z 2--"9 Ai8- o3e � is Date iQE5 (( -Z?, i9) • King County Water District No., 12 The following terms and 10 ~'� W l to the attached Certificate of Avgfi . �, art:., tons 3 �� ( 'Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate: 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date r/47/4) °4) Date 4Th-? —jll • , A,.,. \...„,.....,60S 748th Suite 700 Seattle, WA 98768 y 1eo ' Phone: (206)242-3236 ,1'1;, , vs. "`i; ' 1 Fax: (206)242-9527 Rcpt. No. -�� ?6 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 G Certificate of Sewer Availability OR 0 Certificate of Sewer Non-Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: P Building Permit • Preliminary Plat or PUD ■ Short Division • Rezone ■ Other Proposed Use: • Commercial p Residential Single Family • Residential Multi-Family • Other Applicant's Name Cary Lang Phone Number Property Address 14213 34th Ave S //1121// iz J'7.- Tax Lot Number 5537200116 Legal Description (Attach Map and legal Description if Necessary ); 3 . MILLERS HOME TRS UNREC BEG AT NXN OF W MGN FRAEGER CO RD WITH A LN 115 FTN OF & PLW S LN BLK 4TH W ALG SD LN 163 FTTH N 136.6 FT TH N 50-34-16 E TO W LN FRAEGER CO RD TH SLY ALG SD MGN TO POB TGW POR LOT 6..... .... Part B: ( To be Completed by Sewer Agency ) 1 © a. A Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: OR ■ • (1) feet of sewer trunk or lateral to reach the site; and/or 11 • (2) The construction of a collection system on the site and/or IOT2. 4. p (3) Other (describe) Rehab of ex. stub may be needed. If depths aren't there, new stub may be installed. 2, Must be completed if 1. b above is checked 0a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. G a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service a. District b. Easements: c. Other 1 hereby certify from the EE : i DEI vi 1 is subject to the following; Permit $ 100 Connection Charges due to connection: prior GFC: $ 4,033 SFC: $ Unit: $ Total $ 4,133 (Subject to Change on January 1st) arn Either a Ki g, County/METRO c pacity Che, SWSSD or Midway Sewer District Connection itis: - Charge may be due upon connection to sewers. p Required • May be Required Charges are per lot. Existing home receives GFC credit. Metro credit may be spread to all 3 Tots. PER PER that the above sewer agency information is true. This certification shall be valid for one year date j 'gnature. / ji✓� e _ Title General Manager Date 4/4/2018 By<' Dig- 0181 CEiVED F TUKWILA 0 5 2018 T CENTER fl \ ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate) 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City ofTukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicants signature Y Date CARY LANG CONSTRUCTION I Washington State Department of Labor & Industries 1-irnne Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 j A-Zlndcx t{elp My 1,&:1 Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2020 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 Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 Received by L&I Effective date 08/09/2018 09/10/2018 Expiration date 09/10/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 3/5/2019